DUNBOW ROAD FUNCTIONAL PLANNING

DUNBOW ROAD FUNCTIONAL PLANNING Final Report August 3, 216 #31, 316 5th Avenue NE Calgary, AB T2A 6K4 Phone: 43.273.91 Fax: 43.273.344 wattconsultinggroup.com

Dunbow Road Functional Planning Final Report Prepared for: Prepared by: MD of Foothills Watt Consulting Group Our File: 332.T1 Date: August, 216

TABLE OF CONTENTS Organization of the Report... 1 1. Introduction... 3 1.1 Preamble... 3 1.2 Stage 1 Study Objective and Scope... 3 2. Study Area... 4 2.1 Study Location... 4 2.2 Studied Intersections... 4 3. Methodology... 6 3.1 Intersection Capacity Evaluation... 6 3.2 Intersection Improvements Criteria... 6 3.3 Existing Traffic Volumes... 7 4. Analysis... 7 STAGE 1... 8 4.1 Existing Conditions... 8 4.2 Future Conditions... 11 4.3 22 Network Conditions... 11 4.4 245 Network Conditions... 14 4.4.1 Two-Lane Road Cross-section... 14 4.4.2 Four-Lane Road Cross-section... 18 4.4.3 Four-Lane Road Cross-section (Improved)... 22 STAGE 2... 25 4.5 Timing of Improvements... 25 4.5.1 Widening... 25 4.5.2 Improvements at Intersections... 25 5. Alignment... 28 5.1 Cross-sections... 28 5.2 Horizontal and Vertical Alignments... 32 5.3 Intersection Layouts... 32 5.4 Right-of-Way and Construction Limits... 32 6. Construction Cost... 37 7. Access Management... 37 8. Speed Limit Zones... 37 9. Conclusions... 37 1. Recommendations... 39 Dunbow Road Functional Planning Final Report

Section 2 Sensitivity Analysis... 42 11. Introduction... 42 11.1 Improvement Criteria... 43 12. Results of the Analysis... 44 12.1 22 Horizon... 44 12.2 225 Horizon... 46 12.3 23 Horizon... 49 12.4 235 Horizon... 51 13. Conclusions... 54 LIST OF APPENDICES APPENDIX I: APPENDIX II: APPENDIX III: EXISTING AND FUTURE HORIZONS LINK VOLUMES SYNCHRO OUTPUT R.O.W REQUIREMENTS Dunbow Road Functional Planning Final Report

LIST OF FIGURES Figure 2-1: Study Area... 5 Figure 2-2: Selected Intersections... 5 Figure 4-1: Existing Turning Movements... 9 Figure 4-2: Existing Intersections Layout... 9 Figure 4-3: 22 Turning Movements... 12 Figure 4-4: 245 Two-Lane Cross-Section Turning Movements... 16 Figure 4-5: 245 Two-Lane Cross-Section Intersection Layout... 16 Figure 4-6: 245 Four-Lane Cross-Section Turning Movements... 2 Figure 4-7: 245 Four-Lane Cross-Section Intersection Layout... 2 Figure 4-8: 245 Six-Lane Cross-Section Intersection Layout... 24 Figure 4-9: 23 Intersection Improvements... 27 Figure 4-1: 235 Intersection Improvements... 27 Figure 5-1: Dunbow Road Existing Cross-Section... 29 Figure 5-2: Dunbow Road Cross-Section Options (1-3)... 3 Figure 5-3: Dunbow Road Cross-Section Options (4-5)... 31 Figure 5-4: Option 1 Intersection Layout... 33 Figure 5-5: Option 2 Intersection Layout... 34 Figure 5-6: Option 3 Intersection Layout... 35 Figure 5-7: Typical Roundabout Layout... 36 Figure 11-1: Site Context... 42 Figure 11-2: 22 Horizon Year... 46 Figure 11-3: 225 Horizon Year... 48 Figure 11-4: 23 Horizon Year... 51 Figure 11-5: 235 Horizon Year... 54 LIST OF TABLES Table 3-1: LOS Criteria for Intersection... 6 Table 4-1: Capacity Evaluation Existing Conditions Summary of Results... 1 Table 4-2: Results of the 22 Horizon Year Capacity Analysis... 13 Table 4-3: Results of the 245 Horizon Year Capacity Analysis Two-Lane Cross-Section... 15 Table 4-4: 245 Horizon Year Intersection Improvements Two-Lane Cross-Section... 17 Table 4-5: Results of the 245 Horizon Year Capacity Analysis Four-Lane Cross-Section... 19 Table 4-6: 245 Horizon Year Intersection Improvements Four-Lane Cross-Section... 21 Table 4-7: Results of the 245 Horizon Year Capacity Analysis Four-Lane Cross-Section (Improved). 23 Table 4-8: 245 Horizon Year Intersection Improvements Four-Lane Cross-Section (Improved)... 24 Table 6-1: Estimated Construction Cost... 37 Table 9-1: Intersection and Cross-Section Upgrades... 39 Table 11-1: Progression of Development Analysed Scenarios... 43 Table 11-2: Road Classification and Environmental Capacity... 43 Table 11-3: Intersection and Road Improvements... 55 Dunbow Road Functional Planning Final Report

Organization of the Report This report summarizes the results of the Dunbow Road functional planning study. This study was conducted in two Stages: Stage 1 included o analysis of the existing and future operations; o review of the possible cross-section alternatives; o identification of the right-of-way (r/o/w) requirements; and o access management. Stage 2 involved a sensitivity analysis of the progression of the development to provide better understanding as to the timing of the required improvements. This report provides a summary of the results of the analysis and is formatted in two sections reflecting stages of the analysis. Dunbow Road Functional Planning 1 Final Report

SECTION 1 STAGE 1 of the ANALYSIS Long-Term Network Review Dunbow Road Functional Planning 2 Final Report

1. Introduction This Section of the report summarizes the results of the Stage 1 analysis, which included: o analysis of the existing and future operations; o review of the possible cross-section alternatives; o identification of the right-of-way (r/o/w) requirements; and o access management. The analysis was carried out for following two scenarios: o 22 horizon year and o Ultimate build-out. 1.1 Preamble This study was commissioned by the MD of Foothills to review the impact of the proposed residential developments on Dunbow Road and to determine required improvements and their timing. Planned development includes: 5, unit Development A located north of Dunbow Road and west of the Bow River Development B, including a 2,5 unit development planned north of Highway (Hwy) 552 and west of 8 Street In addition, results of the study were to identify an ultimate cross-section for Dunbow Road and develop an ultimate access management strategy as well as determine timing of the required improvements. This study was also intended to identify the impact of those improvements on the existing development. Currently, Dunbow Road has a two-lane rural cross-section with a posted speed limit of 8 km/hr. It follows the east-west road allowance of the provincial grid road system and its pavement is approximately 12.5 meters (m) wide between the Deerfoot Trail interchange and 96 Street and approximately 7 m wide east of 96 Street. 1.2 Stage 1 Study Objective and Scope The objective of Stage 1 of this Study was to review the existing operational conditions and the current access management strategy along Dunbow Road, identify the ultimate cross-section for Dunbow Road from the Bow River to the East to Deerfoot Trail to the West, and develop a long-term access management strategy. The analysis had to account for two proposed developments in the area: 5, unit Development A located north of Dunbow Road and west of the Bow River and the 2,5 unit Development B planned north of Hwy 552 and west of 8 Street. The Study scope included: 1. Review of the existing information including traffic volumes, the available development plans and as-built drawings; Dunbow Road Functional Planning 3 Final Report

2. Site reconnaissance; 3. Traffic analysis; 4. Traffic forecast using MD traffic forecasting model and operational and capacity analysis; 5. Development of conceptual cross-sections for Dunbow Road and access management strategy; 6. Identification of the improvements required; 7. Identification of the desired speed limit zones; 8. Preparation of plans showing three typical cross-section alternatives and 'typical' intersection configurations including: a four-legged, a T and an offset dual T for the desirable cross-section; as well as 9. Preparation of the report. 2. Study Area 2.1 Study Location The studied area is bordered by the Bow River to the north, Hwy 552 to the south, Range Road (RR) 284 to the east, and Deerfoot Trail to the west (Figure 2-1). The area includes residential developments and two 18 hole golf courses, as well as agricultural land uses. The studied road segment is approximately 9.9 km long and has currently more than 35 accesses and intersections. 2.2 Studied Intersections Seven key intersections along Dunbow Road were evaluated in detail. It should be noted that numerous accesses off of Dunbow Road lead to single farmsteads or residential subdivisions with limited number of units. Consequently, they were not included in the detailed capacity analysis. Intersections selected for analysis are listed below and shown in Figure 2-2. 1. Dunbow Road / 16 th Street: Connects significant southern residential areas to Dunbow Road. 2. Dunbow Road / Artesia Boulevard: Connects significant residential area to Dunbow Road. 3. Dunbow Road / 32 nd Street: Major south connector. 4. Dunbow Road / 56 th Street: Connects residential areas and river attractions to Dunbow Road. 5. Dunbow Road / RR 29: Connects residential area to Dunbow Road. 6. Dunbow Road / 8 th Street: Major north-south connector. 7. Dunbow Road / RR 285: Major south connector. Dunbow Road Functional Planning 4 Final Report

Figure 2-1: Study Area Figure 2-2: Selected Intersections Dunbow Road Functional Planning 5 Final Report

3. Methodology 3.1 Intersection Capacity Evaluation The operating conditions during the peak hours at the studied intersections were evaluated using the Synchro/SimTraffic software package, which is based on the Highway Capacity Manual (HCM) evaluation methodology. For un-signalized (stop-controlled) intersections, the Level-of-Service (LOS) is based on the computed delays on each of the critical movements. LOS A represents minimal delays for minor street traffic movements, and LOS F represents a scenario with an insufficient number of gaps on the major street for minor street motorists to complete their movements without significant delays. For signalized intersections, the methodology considers the intersection geometry, traffic volumes, the traffic signal phasing/timing plan, and also pedestrian volumes. The average delay for each lane group is calculated, as well as the delay for the intersection overall. The operating conditions can also be expressed in terms of vehicle volume to carrying capacity (v/c) ratios. V/c ratios express the degree of saturation or the ability to accommodate traffic demand. As this ratio approaches one (1), traffic demand gets closer to capacity. Ratios exceeding one (1) indicate that traffic may become unstable and long delays may occur. LOS criteria for both unsignalized and signalized intersections, as summarized in the HCM, are illustrated in Table 3-1. TABLE 3-1: LOS CRITERIA FOR INTERSECTION Level of Service (LOS) Average Delay for UNSIGNALIZED Intersection Movements Average Delay for SIGNALIZED Intersection Movements A 1 seconds per vehicle 1 seconds per vehicle B > 1 15 seconds per vehicle > 1 2 seconds per vehicle C > 15 25 seconds per vehicle > 2 35 seconds per vehicle D > 25 35 seconds per vehicle > 35 55 seconds per vehicle E > 35 5 seconds per vehicle > 55 8 seconds per vehicle F > 5 seconds per vehicle > 8 seconds per vehicle 3.2 Intersection Improvements Criteria The following criteria for acceptable LOS operations were used in this report: 1. A maximum v/c ratio of one (1) with a minimum LOS of E is acceptable for developments within urbanized areas. Dunbow Road Functional Planning 6 Final Report

2. A maximum v/c ratio of.9 with a minimum LOS of D is acceptable for developments within rural areas. Studied intersections were evaluated using a v/c ratio of.9 and LOS D as thresholds to consider improvements during all horizons and before the full completion of the proposed developments. In 245, a v/c ratio of 1 and LOS E were used as thresholds to consider improvements as traffic volumes are expected to be similar to those in urban areas. 3.3 Existing Traffic Volumes Traffic counts at the intersection of Dunbow Road / Deerfoot Trail were obtained from the available online Alberta Transportation (AT) intersection counts database. Unfortunately, there are no existing counts for the remaining seven intersections. Therefore, traffic was estimated for each residential development in the study area assuming that each residential unit produces one trip during peak hour. Then, traffic was superimposed to Dunbow Road using the existing accesses and was traced up to the interchange of Dunbow Road / Deerfoot Trail. The results of comparison of the estimated volumes with those obtained from the AT database indicated that the estimated traffic volumes exceeded the existing interchange counts at Dunbow Road/ Deerfoot Trail by 13%. Therefore, the generated traffic numbers were reduced by 13%. The estimated turning movements at the seven remaining intersection points are shown in Figure 4-1. Link volumes can be found in Appendix I. 4. Analysis The operational and capacity analysis was carried out in two stages: Stage 1 included review of the existing conditions and two horizon years, 22 and 245. This stage was used to determine the interim and ultimate Dunbow Road crosssection and traffic controls. Stage 2 included review of traffic forecasts for the years 225, 23, 235, and 24 to establish a preliminary schedule of improvements required throughout the studied section of Dunbow Road. For the background traffic, population and employment numbers have been incorporated into the model for the horizon years 22, 225, and 23 per information provided by the MD of Foothills. For the horizon years 235 and 24, the employment and population numbers were grown by an annual rate of 3% per year. Sections 4.1 to 4.4 summarize the results of the Stage 1 analysis, while Section 4.5 contains a summary of Stage 2 results. Dunbow Road Functional Planning 7 Final Report

STAGE 1 4.1 Existing Conditions Using the traffic volumes (shown in Figure 4-1) and the existing intersection configurations (Figure 4-2), existing conditions were evaluated using Synchro. The results, seen in Table 4-1, show that all movements at the evaluated intersections are expected to operate at the acceptable LOS of C or better. Average delays are not expected to exceed 15 seconds, with a maximum v/c ratio of.2 or lower. Dunbow Road Functional Planning 8 Final Report

Figure 4-1: Existing Turning Movements Figure 4-2: Existing Intersections Layout Dunbow Road Functional Planning 9 Final Report

TABLE 4-1: CAPACITY EVALUATION EXISTING CONDITIONS SUMMARY OF RESULTS Intersection ID 1 2 3 4 5 6 7 Dunbow Rd / Artesia Boulevard (TWSC) Dunbow Rd / 32 Street (TWSC) PM PEAK HOUR v/c Ratio LOS Delay (s) Queue (m)* EB WB NB Through Left Left.2..6 A A B 13 Right Through Right.3.14. A A A Intersection Summary - A 1 - EB WB Left Through / Left.5. A A 8 Through / Right Right.17. A A NB Left / Through / Right. C 15 SB Through / Left. A Right.5 A 1 Intersection Summary - A 2 - EB WB NB SB Left / Through Left / Through Left / Through Through / Left...3. A A B A 12 Right Right Right Right.1... A A A B 11 Intersection Summary - A 1 - EB Left / Through / Right.1 A 1 WB Left / Through / Right. A NB Left / Through / Right. B 11 SB Left / Through / Right.1 A 9 Intersection Summary - A 1 - INTERSECTION / MOVEMENT Dunbow Rd / 16 Street (OWSC) Dunbow Rd / 56 Street (TWSC) Dunbow Rd / Range Road 29 (OWSC) Dunbow Rd / 8 Street (TWSC) Dunbow Rd / Range Road 285 (TWSC) EB Left / Through / Right.1 A WB Left / Through / Right.6 A SB Left / Through / Right.1 A 9 Intersection Summary - A 1 - EB Left / Through / Right.2 A 2 WB Left / Through / Right. A NB Left / Through / Right.2 B 1 SB Left / Through / Right.2 A 9 Intersection Summary - A 2 - EB Left / Through / Right.2 A 2 WB Left / Through / Right. A NB Left / Through.3 A 1 Right. A SB Left / Through / Right.2 A 8 Intersection Summary - A 4 - * Queues are rounded to the nearest 5 m; Delays are rounded to the nearest 1 sec. For Synchro Output refer to Appendix II. Dunbow Road Functional Planning 1 Final Report

4.2 Future Conditions The analysis accounts for the two proposed developments in the area: 5, unit Development A located north of Dunbow Road and west of the Bow River and 2,5 unit Development B planned north of Hwy 552 and west of 8 Street. Full build-out is expected at the 245 year horizon. For the 22 horizon year, it was assumed that the following number of units will be completed: 9 units for Development A and 45 units for Development B. Turning movements used in the analysis were obtained from the MD of Foothills Forecasting Model and reflect the traffic forecast for the analyzed horizon years and assumed progression. At the 245 horizon year, two access intersections were assumed for the Development A 5, unit development. The volumes entering/exiting Development A at the 245 horizon year were assigned to the two access intersections using a 5-5 split. A 3% yearly growth rate in the area was assumed for the purpose of this report. It was also assumed that by the year 245, the density of developments and traffic volumes could be closer to those encountered in urban areas. Therefore, a v/c of 1. and LOS E were used as thresholds for considered intersectional improvements. 4.3 22 Network Conditions The forecasted model traffic for the year 22 horizon year (Figure 4-3) was evaluated using Synchro and the existing traffic controls (shown previously on Figure 4-2). The results of the analysis are summarized in Table 4-2. Based on the results, all movements at the evaluated intersections are expected to operate at LOS D or better and with a delay of less than 32 seconds, with a maximum v/c ratio of.5. Dunbow Road Functional Planning 11 Final Report

Figure 4-3: 22 Turning Movements Dunbow Road Functional Planning 12 Final Report

TABLE 4-2: RESULTS OF THE 22 HORIZON YEAR CAPACITY ANALYSIS Intersection ID 1 2 3 4 5 6 7 PM PEAK HOUR v/c Ratio LOS Delay (s) Queue (m)* EB WB NB Through Left Left.44..8 A A D 26 Right Through Right.8.29. A A A Intersection Summary - A - EB WB Left Through / Left.2. A A 8 Through / Right Right.42. A A NB Left / Through / Right.5 D 3 SB Through / Left.2 D 3 Right.3 B 11 Intersection Summary - A 1 - EB WB NB SB Left / Through Left / Through Left / Through Through / Left...35. A A D A 27 1 Right Right Right Right.11... A A A B 12 Intersection Summary - A 2 - EB Left / Through / Right. A WB Left / Through / Right. A NB Left / Through / Right.1 C 18 SB Left / Through / Right.1 B 12 Intersection Summary - A - INTERSECTION / MOVEMENT Dunbow Rd / 16 Street (OWSC) Dunbow Rd / Artesia Boulevard (TWSC) Dunbow Rd / 32 Street (TWSC) Dunbow Rd / 56 Street (TWSC) Dunbow Rd / Range Road 29 (OWSC) Dunbow Rd / 8 Street (TWSC) Dunbow Rd / Range Road 285 (TWSC) EB Left / Through / Right. A WB Left / Through / Right.21 A SB Left / Through / Right.1 B 1 Intersection Summary - A - EB Left / Through / Right.1 A WB Left / Through / Right.3 A 1 NB Left / Through / Right.11 C 18 5 SB Left / Through / Right.2 B 12 Intersection Summary - A 2 - EB Left / Through / Right.26 A 8 1 WB Left / Through / Right. A NB Left / Through.33 D 32 1 Right. A SB Left / Through / Right.5 C 16 2 Intersection Summary - B 12 - * Queues are rounded to the nearest 5 m; Delays are rounded to the nearest 1 sec. For Synchro Output refer to Appendix II. Dunbow Road Functional Planning 13 Final Report

4.4 245 Network Conditions It should be noted that evaluation of the 245 operational conditions has been carried out in two stages. The original evaluation of the 245 network was performed using a two-lane Dunbow Road. As the traffic forecast volumes suggested that Dunbow Road would be operating close to capacity, the network was subsequently re-evaluated using a four-lane cross-section. Intersection improvements were introduced wherever required. 4.4.1 Two-Lane Road Cross-section The forecast model traffic for the year 245 was evaluated using Synchro; results are summarized in Table 4-3. The traffic turning movements and link volumes shown in Figure 4-4 and Appendix I suggested modification of the existing traffic control system, especially at intersections with heavy left-turning volumes. Therefore, the initial evaluation was performed using the existing lane configuration with signal control where needed. Intersection improvements were applied wherever required (Figure 4-5). The results shown in Table 4-3 reflect introduction of signal controls with signal timing plans and improvements aimed at resulting in low delays and reasonable LOS. For example, signals were assumed to be actuated, which allows for skipping the minor roads phase when there are no vehicles at the minor roads approaches. Summary of the intersection improvements used in this evaluation is shown in Table 4-4. Dunbow Road Functional Planning 14 Final Report

TABLE 4-3: RESULTS OF THE 245 HORIZON YEAR CAPACITY ANALYSIS TWO-LANE CROSS-SECTION Intersection ID 1 2 3 4 5 6 7 8 Dunbow Rd / Artesia Boulevard (Signal) Dunbow Rd / 32 Street (Signal) Dunbow Rd / 56 Street (Signal) Dunbow Rd / Range Road 29 (OWSC) Dunbow Rd / 8 Street (Signal) Dunbow Rd / Range Road 285 (Access A: Signal) Dunbow Rd / Future Access (Access B: Signal) PM PEAK HOUR v/c Ratio LOS Delay (s) Queue (m)* EB WB NB Through Left Left.99.1.92 D A E 37 4 75 #34 15 Right Through Right.51.79.3 A B C 6 14 29 45 17 5 Intersection Summary - C 27 - EB WB Left Left / Through.16.68 A A 3 6 5 85 Through / Right Right.87. B A 14 #25 NB Left / Through / Right.18 C 22 5 SB Through / Left.4 C 34 5 Right.21 B 16 1 Intersection Summary - B 11 - Left. A 1 EB Through 1.1 E 55 #41 Right.8 A 2 5 Left.74 D 53 #6 WB Through.48 A 8 85 Right. A NB SB Left Left.7. E A 59 6 Through / Right Through / Right.. A A Intersection Summary - D 41 - EB Left.2 A 2 Through / Right.74 A 8 95 WB Left / Through / Right.58 A 5 5 NB Left / Through / Right.5 C 34 5 SB Left / Through / Right.2 A Intersection Summary - A 6 - INTERSECTION / MOVEMENT Dunbow Rd / 16 Street (Signal) EB Left.1 A 1 Through.63 A WB Through / Right.5 A SB Left / Right.2 C 15 Intersection Summary - A - EB Left.4 A 7 5 Through / Right.92 C 29 #26 Left.73 C 33 #45 WB Through.55 A 6 85 Right.1 A 2 NB Left.27 D 36 15 Through / Right.7 B 19 3 SB Left / Through / Right.36 C 31 1 Intersection Summary - C 21 - EB Left.99 E 75 #95 Through / Right.69 C 23 13 Left.4 C 26 5 WB Through 1.1 E 77 #17 Right.77 B 14 65 NB Left.3 B 19 5 Through / Right.35 B 18 45 Left.98 E 73 #13 SB Through.16 C 2 25 Right.46 A 4 15 Intersection Summary - D 41 - EB WB SB Left Through Left.99 1.2.95 E E E 69 67 71 #1 #21 #115 Through Right Right.33.64.6 A A A 7 6 8 4 3 25 Intersection Summary - D 42 - * Queues are rounded to the nearest 5 m; Delays are rounded to the nearest 1 sec. For Synchro Output refer to Appendix II. Dunbow Road Functional Planning 15 Final Report

Figure 4-4: 245 Two-Lane Cross-Section Turning Movements Figure 4-5: 245 Two-Lane Cross-Section Intersection Layout Dunbow Road Functional Planning 16 Final Report

TABLE 4-4: 245 HORIZON YEAR INTERSECTION IMPROVEMENTS TWO-LANE CROSS-SECTION Intersection/Controls Improvements Dunbow Road / 16 Street The existing geometric configuration Signal Controlled Dunbow Road / Artesia Boulevard The existing geometric configuration Signal Controlled Dunbow Road / 32 Street Signal Controlled Dunbow Road / 56 Street Signal Controlled Dunbow Road / Range Road 29 No control upgrades Dunbow Road / 8 Street Signal Controlled Dunbow Road / Range Road 285 Signal Controlled Dunbow Road / Second Development A Access Signal Controlled Eastbound and Westbound approaches: one left turn lane, one through lane, and one right turn lane Northbound approach: two left turn lanes and shared through / right lane Southbound approach: one left turn lane and one shared through / right lane Eastbound approach: one left turn lane and one shared through right lane Westbound, northbound, and southbound approaches: one all turns lane One left turn lane and one through lane eastbound approach Eastbound and northbound approaches: one left turn lane and one shared through / right lane Westbound approach: one left turn lane and one shared through / right turn lane Southbound approach: one all turns lane Eastbound approach: two left turn lanes, one shared through / right lane. Westbound and southbound approaches: one left turn lane, one through lane and one right turn lane Northbound approach: one left turn lane and one shared through / right turn lane Eastbound approaches: two left turn lanes, one through lane Westbound approach: one through lane and one right turn lane Southbound approach: one left turn lane and one right turn lane Based on the results of the analysis, the following movements are expected to operate at LOS E, or v/c exceeding acceptable 1. level: Dunbow Road / 16 Street: The northbound left movements are expected to operate at LOS E and a delay of 75 seconds Dunbow Road / 32 Street: The eastbound through and northbound left movements are expected to operate at an LOS of E with delays of 55 and 59 seconds, respectively. Dunbow Road Functional Planning 17 Final Report

Eastbound through movement is expected to have a v/c ratio of 1.1. The overall LOS of the intersection is D. Dunbow Road / RR 285 (Access A): The eastbound left movements are expected to operate at LOS E and a delay of approximately 75 seconds with a v/c ratio of.99. Westbound through movements are expected to operate at LOS E and a delay of 77 seconds with a v/c ratio of 1.1. Southbound left movements are expected to operate at an LOS of E and a delay of 73 seconds with a v/c ratio of.98. The overall LOS of the intersection is D. Dunbow Road / Future Access (Access B): The eastbound left and the southbound left movements are expected to operate at LOS E, with delays of 57 and 55 seconds, respectively. Also, westbound through movement is expected to operate at LOS E and a delay of 67 seconds. The overall LOS of the intersection is D. As shown in the intersection evaluation Table 4-3, the eastbound through movements are close to or exceed capacity (v/c ratio reaching or exceeding 1.). Therefore, a four-lane cross-section throughout the length of the analyzed section of Dunbow Road was introduced. 4.4.2 Four-Lane Road Cross-section Forecasted traffic volumes using a four-lane cross-section in year 245 were evaluated using Synchro; results are summarized in Table 4-5. It should be noted that as the capacity of the road increased, the traffic volumes also increased reflecting short-cutting traffic destined to Deerfoot Trail. Traffic volumes shown in Figure 4-6 and Appendix II account for additional traffic short-cutting to and from Deerfoot Trail via Dunbow Road. Intersection improvements were applied wherever required as shown in Figure 4-7. Table 4-6 is a summary of the intersectional improvements used in the evaluation of the fourlane Dunbow Road cross-section scenario. Dunbow Road Functional Planning 18 Final Report

TABLE 4-5: RESULTS OF THE 245 HORIZON YEAR CAPACITY ANALYSIS FOUR-LANE CROSS-SECTION Intersection ID 1 2 3 4 5 6 7 8 Dunbow Rd / Future Access (Access B: Signal) PM PEAK HOUR v/c Ratio LOS Delay (s) Queue (m)* EB WB NB Through Left Left 1.5.33.46 D C E 42 2 74 58 15 Right Through Right.5.74. A A A 1 5 95 Intersection Summary - C 27 - Left.4 B 14 1 EB Through 1.2 C 3 525 Right.2 A 1 Left.15 A 8 WB Through.72 A 5 11 Right.1 A 1 NB Left / Through / Right.29 E 72 15 SB Through / Left. A Right.32 C 34 15 Intersection Summary - B 2 - Left.1 A 3 EB Through 1. C 3 455 Right.2 A 2 1 Left.2 A 3 WB Through.64 A 6 95 Right. A NB SB Left Through / Left 1.53. F A 295 95 Through / Right Right.1.1 E A 62 Intersection Summary - D 41 - EB WB Left Left.6.2 A A 2 2 Through / Right Through / Right.92.6 B A 11 2 2 5 NB Left / Through / Right.6 B 13 SB Left / Through / Right.9 C 2 5 Intersection Summary - A 8 - EB Left.6 C 17 Through.81 A WB Through / Right.72 A SB Left / Right.3 C 18 Intersection Summary - A - Left.21 B 15 1 EB Through.94 C 29 34 Right.5 A 7 65 WB NB SB Left Left Left..81.1 B E C 12 58 35 9 1 Through / Right Through / Right Through / Right.66.81.17 B E C 15 55 23 155 8 1 Intersection Summary - C 25 - EB Left.95 D 49 95 Through / Right.55 A 1 1 Left.4 C 27 WB Through.94 D 52 85 Right.25 A 8 NB Left.7 D 35 Through / Right.57 D 48 25 Left.69 D 47 3 SB Through.13 C 28 1 Right.7 A 8 Intersection Summary - C 31 - EB WB SB Left Through Left.89.91.65 D D D 37 52 43 135 14 5 Through Right Right.28.23.76 A A B 5 6 11 35 1 3 Intersection Summary - C 29 - INTERSECTION / MOVEMENT Dunbow Rd / 16 Street (Signal) Dunbow Rd / Artesia Boulevard (Signal) Dunbow Rd / 32 Street (Signal) Dunbow Rd / 56 Street (Signal) Dunbow Rd / Range Road 29 (OWSC) Dunbow Rd / 8 Street (Signal) Dunbow Rd / Range Road 285 (Access A: Signal) * Queues are rounded to the nearest 5 m; Delays are rounded to the nearest 1 sec. For Synchro Output refer to Appendix II. Dunbow Road Functional Planning 19 Final Report

Figure 4-6: 245 Four-Lane Cross-Section Turning Movements Figure 4-7: 245 Four-Lane Cross-Section Intersection Layout Dunbow Road Functional Planning 2 Final Report

TABLE 4-6: 245 HORIZON YEAR INTERSECTION IMPROVEMENTS FOUR-LANE CROSS-SECTION Intersection/Controls Improvements Dunbow Road / 16 Street Signal Controlled Dunbow Road / Artesia Boulevard Signal Controlled Dunbow Road / 32 Street Signal Controlled Dunbow Road / 56 Street Signal Controlled Dunbow Road / RR 29 No control upgrades Dunbow Road / 8 Street Signal Controlled Dunbow Road / RR 285 Signal Controlled Dunbow Road / Second Development A Access Signal Controlled Eastbound approach: two through lanes and one right turn lane Westbound approach: one left turn lane and two through lanes Northbound approach: one left turn lane and one shared left / right turn lane Eastbound and westbound approaches: one left turn lane, two through lanes, and one right turn lane Northbound approach: one all turns lane Southbound approach: one shared left / through lane and one right turn lane Eastbound and Westbound approaches: one left turn lane, two through lane, and one right turn lane Northbound approach: two left turn lanes and shared through / right lane Southbound approach: one shared left / through lane and one right turn lane Eastbound and Westbound approaches: one left turn lane, one through lane, and one shared through / right turn lane Northbound and Southbound approaches: one all turns lane Eastbound approach: one left turn lane and two through lanes Westbound approach: one through lane and one shared through / right turn lane Southbound approach: one shared left / right turn lane Eastbound approach: one left turn lane, two through lanes and one right turn lane Westbound approach: one left turn lane, one through lane and one shared through / right turn lane Northbound and southbound approach: one left turn lane and one shared through / right lane Eastbound approach: two left turn lanes, one shared through lane and one shared through / right lane Westbound approach: one left turn lane, two through lanes and one right turn lane Northbound approach: one left turn lane and one shared through / right turn lane Southbound approaches: one left turn lane, one through lane and one right turn lane Eastbound approaches: two left turn lanes, one through lane Westbound approach: one through lane and one right turn lane Southbound approach: one left turn lane and one right turn lane Dunbow Road Functional Planning 21 Final Report

Based on the analysis, the following movements are expected to operate at below acceptable level of service and/or with v/c ratios exceeding acceptable 1. level: Dunbow Road / 16 Street: o Eastbound through movement is expected to operate at LOS D with a delay of 42 seconds and a v/c of 1.5. o Northbound left movement is expected to operate at LOS E with a delay of 74 seconds and a v/c ratio of.46. The overall LOS of the intersection is C. Dunbow Road / Artesia Boulevard: o Eastbound through movement is expected to operate at LOS C with a delay of 3 seconds and a v/c of 1.2. o Northbound approach is expected to operate at LOS E with a delay of 72 seconds and a v/c ratio of.29. The overall LOS of the intersection is B. Dunbow Road / 32 Street: o Eastbound through movement is expected to operate at LOS C with a delay of 3 seconds and a v/c of 1.. o Northbound left movement is expected to operate at LOS F with a delay of 295 seconds and a v/c ratio of 1.53. o Northbound through / right movement is expected to operate at LOS E with a delay of 62 seconds and a v/c ratio of.1. The overall LOS of the intersection is D. Dunbow Road / 8 Street: Northbound approach is expected to operate at LOS E with a delay ranging between 55 and 58 seconds for all movements and a v/c ratio of.81. The overall LOS of the intersection is C. The results of the traffic model indicate that short-cutting through Dunbow Road to reach Deerfoot Trail is expected by the 245 horizon year. As shown in Table 4-5, eastbound through movements at the intersections of Dunbow Road with 16 Street, Artesia Boulevard, and 32 Street are close to or exceed capacity (v/c near or exceeding 1.). Therefore, traffic flow is expected to be unstable. Long queues may reach up to 58 meters. 4.4.3 Four-Lane Road Cross-section (Improved) In order to improve the operations of through traffic at the intersections of Dunbow Road with 16 Street, Artesia Boulevard, and 32 Street, the cross-section was modified to a six-lane road while a four-lane cross-section was retained for all intersections east of Dunbow Road / 32 Street. Dunbow Road Functional Planning 22 Final Report

This improvement reduces queueing and through traffic delays. Results of the capacity analysis are summarized in Table 4-7. TABLE 4-7: RESULTS OF THE 245 HORIZON YEAR CAPACITY ANALYSIS FOUR-LANE CROSS-SECTION (IMPROVED) Intersection ID 1 2 3 PM PEAK HOUR v/c Ratio LOS Delay (s) Queue (m)* EB WB NB Through Left Left.84.15.28 A A C 8 6 3 15 5 15 Right Through Right.5.59. A A A 2 5 5 5 Intersection Summary - A 7 - Left.39 B 16 15 EB Through.81 A 7 95 Right.2 A 1 Left.7 A 4 WB Through.57 A 4 45 Right.1 A 1 NB Left / Through / Right.16 C 31 1 SB Through / Left. A Right.21 C 21 1 Intersection Summary - A 6 - Left.2 A 5 EB Through.85 B 13 12 Right.23 A 2 1 Left.1 A 5 WB Through.54 A 7 55 Right. A NB SB Left Through / Left.85. D A 46 5 Through / Right Right..1 C A 24 Intersection Summary - B 13 - INTERSECTION / MOVEMENT Dunbow Rd / 16 Street (Signal) Dunbow Rd / Artesia Boulevard (Signal) Dunbow Rd / 32 Street (Signal) * Queues are rounded to the nearest 5 m; Delays are rounded to the nearest 1 sec. For Synchro Output refer to Appendix II. Summary of the intersection configuration used for the evaluation of the six-lane cross-section improved segment (Figure 4-8) of Dunbow Road is presented in Table 4-8. Dunbow Road Functional Planning 23 Final Report

Figure 4-8: 245 Six-Lane Cross-Section Intersection Layout TABLE 4-8: 245 HORIZON YEAR INTERSECTION IMPROVEMENTS FOUR-LANE CROSS-SECTION (IMPROVED) Intersection/Controls Improvements Dunbow Road / 16 Street Signal Controlled Dunbow Road / Artesia Boulevard Signal Controlled Dunbow Road / 32 Street Signal Controlled Eastbound approach: three through lanes and one right turn lane Westbound approach: one left turn lane and three through lanes Northbound approach: one left turn lane and one shared left / right turn lane Eastbound and westbound approaches: one left turn lane, three through lanes, and one right turn lane Northbound approach: one all turns lane Southbound approach: one shared left / through lane and one right turn lane Eastbound and Westbound approaches: one left turn lane, three through lanes, and one right turn lane Northbound approach: two left turn lanes and shared through / right lane Southbound approach: one shared left / through lane and one right turn lane As shown in Table 4-7, upgrading of the cross-section to a six-lane configuration improves operations at the intersections of Dunbow Road with 16 Street, Artesia Boulevard, and 32 Street. Queues are no longer expected to reach the interchange of Dunbow Road / Deerfoot Boulevard. Furthermore, all movements at these intersections are expected to operate at LOS D or better (delays of 46 seconds or lower) and a v/c ratio not exceeding.85. Dunbow Road Functional Planning 24 Final Report

STAGE 2 4.5 Timing of Improvements This section summarizes results of the analysis with the focus of establishing timelines for the required improvements. It should be noted that the actual progression of the development may differ from assumptions made in this report. Consequently, it is recommended that a traffic monitoring program be established to ensure that the required improvements are introduced if and when required to address the actual traffic issues. 4.5.1 Widening Given the progression of the development, by 245 a two-lane road cross-section at Dunbow Road is expected to operate near capacity. Traffic operations are expected to become unstable and long queues will be expected. Therefore, it is recommended to upgrade Dunbow Road to a four-lane cross-section before the 245 horizon year. However, the additional capacity added by this improvement will result in increased short-cutting traffic. To address this issue, it is recommended Dunbow Road be upgraded as follows: A six-lane cross-section between the interchange of Dunbow Road / Deerfoot Trail and Dunbow Road / 32 Street. A four-lane cross-section east of the intersection of Dunbow Road / 32 Street. 4.5.2 Improvements at Intersections Based on the forecasted traffic volumes displayed in Appendix I, no improvements are required to the existing road network in the 22 and 225 horizon years. The need for improvements starts in 23, when traffic signals may be needed at some intersections due to delays at minor road approaches intersecting with Dunbow Road. It should be noted that these improvements depend mainly on the development progression. Consequently, it would be prudent to establish a traffic monitoring program to ascertain the timing of required improvements. Synchro files for all horizon years are included in Appendix II. 23 Horizon Improvements Based on the evaluation of the development s progression, three intersections will need signalization by 23, namely the Dunbow Road intersections with 16 Street, Artesia Boulevard, and 32 Street. No changes to the existing geometric configuration will be required. Furthermore, the intersection of Dunbow Road / RR 285 should be changed from a Two-Way Stop Control (TWSC) to an All-Way Stop Control (AWSC). 23 horizon year Improvements are shown in Figure 4-9. Dunbow Road Functional Planning 25 Final Report

235 Horizon Improvements It was assumed that 5% of the development will be complete by 235. Two intersections will require signals at this horizon year: Dunbow Road and 8 Street and Dunbow Road and RR 285. To accommodate site generated traffic, the intersection of Dunbow Road / RR 285 will require the following geometric improvements: Eastbound approach should be constructed to have 1 left turn lane and one shared through / right lane. Southbound approach should be constructed to have one left turn lane, one through lane, and one right turn lane. 235 horizon year Improvements are shown in Figure 4-1. In addition, it is recommended that Dunbow Road be upgraded to a four-lane cross-section from the Interchange to the intersection with 32th Street. Dunbow Road Functional Planning 26 Final Report

Figure 4-9: 23 Intersection Improvements Figure 4-1: 235 Intersection Improvements Dunbow Road Functional Planning 27 Final Report

24 Horizon Improvements It was assumed that 75% of the development would be completed by this horizon. To accommodate site generated traffic, the intersection of Dunbow Road / RR 285 will require the following geometric improvements: Eastbound approach should be constructed to have 2 left turn lanes and one shared through / right lane Westbound approach should be constructed to have one left turn lane, one through lane, and one right turn lane Southbound approach should be constructed to have one left turn lane, one through lane, and one right turn lane. In addition, it is recommended Dunbow Road be upgraded to a four-lane cross-section from the Interchange to the intersection with 32th Street. 245 Horizon Improvements During this horizon, Dunbow Road s cross-section would require major upgrades as outlined in Sections 2.4 and 2.5.1. The 5, unit Development A is expected to have two access locations (intersections) by completion. All studied intersections are expected to be signalized except for the intersection of Dunbow Road and RR 29 (Section 4.4). 5. Alignment The existing alignment of Dunbow Road follows the east-west provincial grid road allowance and there are currently no plans to modify its horizontal alignment. The existing Dunbow Road was constructed as a two-lane rural cross-section and its paved surface is approximately 12.5 m wide between interchange with Deerfoot Trail and 96 Street and approximately 7 m wide east of 96 Street. Since there are currently no plans to augment its vertical alignment, vertical alignment upgrades were limited to minor adjustments. 5.1 Cross-sections The existing Dunbow Road cross-sections are shown on Figure 5-1 Dunbow Road Functional Planning 28 Final Report

Figure 5-1: Dunbow Road Existing Cross-Section Based on the results of the capacity analysis, Dunbow Road will have to be upgraded to an ultimate four-lane cross-section. There were four typical cross-sections developed, as shown in Figures 5-2 and 5-3. All alternative cross-sections include a four-lane typical roadway. They were established with the objective of minimizing the extent of the required right-of-way. Dunbow Road Functional Planning 29 Final Report

Figure 5-2: Dunbow Road Cross-Section Options (1-3) Dunbow Road Functional Planning 3 Final Report

Figure 5-3: Dunbow Road Cross-Section Options (4-5) The four-lane cross-section alternatives include: Option 1 - a rural cross-section with four 3.5 m wide driving lanes, 3 m wide shoulders and 3 m wide ditches with 3:1 side and back slopes, centered on a 4 m wide basic right-of-way. The 2 m wide median includes high tension cable (HTCB) barrier. Option 2 represents a modified Option 1, including infiltration swales instead of ditches and requiring only a 3 m wide right-of-way. Option 3 offers an urban divided cross-section with four 3.5 m lanes, a 5 m wide median with 2 m wide boulevards and two 3 m wide separate pedestrian/bicycle paths. Option 4 requires a 5 m wide right-of-way and includes a rural cross-section similar to that of Option 1. However, it also includes a 3 m wide pedestrian/bicycle pathway on one side of the roadway, separated from the driving lane by a 3 m wide boulevard. Option 5 places the 3 m wide pedestrian/bicycle pathway outside of the drainage ditch, providing increased separation between different modes of transportation. Dunbow Road Functional Planning 31 Final Report

It should be noted that Options 1 to 3 could be accommodated within the 3 m wide right-ofway, providing that a back sloping agreement is reached with the adjacent landowners in the areas where wider rights-of-way might be required (in case of Option 1). Option 4 was developed to demonstrate the extents of the right-of-way required if the rural cross-section is maintained and includes also a separate bicycle/pedestrian facility. 5.2 Horizontal and Vertical Alignments The horizontal alignment of Dunbow Road follows the provincial grid road right-of-way and no modification of this alignment was considered. The vertical alignment was established using GPS information provided by the MD of Foothills and the considered ultimate gradeline follows it as closely as possible. 5.3 Intersection Layouts Intersection layouts were prepared for cross-section options 1 to 3 on Dunbow Road (Figures 5-4 to 5-6). Furthermore, a roundabout intersection layout was also prepared (Figure 5-7). All intersection layout designs should be confirmed at subsequent stages of this project. 5.4 Right-of-Way and Construction Limits Construction limits were established for cross-sections for Options 1 through 3 to provide understanding as to the impact of Dunbow Road upgrading on the adjacent properties. Drawings illustrating the extents of the rights-of-way required are included in Appendix III. It should be noted that if back sloping agreements could be reached, the basic 3 m right-ofway could be used to accommodate the considered improvement options. Sections of retaining wall will be required to accommodate considered cross-sections and minimize the required right-of-way: Cross-section Options 1 and 2 south of Dunbow Road center-line between station 4+78 and 5+1 Cross-section Option 3 north and south of Dunbow Road center-line between station 4+78 and 5+1 Extends of the right-of-way for Option 4 were not determined at this time as this option was not considered desirable due to its impact on the adjacent properties. Dunbow Road Functional Planning 32 Final Report

Figure 5-4: Option 1 Intersection Layout Dunbow Road Functional Planning 33 Final Report

Figure 5-5: Option 2 Intersection Layout Dunbow Road Functional Planning 34 Final Report

Figure 5-6: Option 3 Intersection Layout Dunbow Road Functional Planning 35 Final Report

Figure 5-7: Typical Roundabout Layout Dunbow Road Functional Planning 36 Final Report

6. Construction Cost The order of magnitude construction costs for Options 1 through 3 were estimated and are included in Table 6-1. TABLE 6-1: ESTIMATED CONSTRUCTION COST Option Item 1 2 3 Grading $1,66, $1,559, $1,662, Carriageway $12,, $15,448, $17,465, Retaining wall $576, $576, Contingencies and Engineering $4,986, $5,952, $6,897, Total Cost $19,23, $22,959, 26,6, Costs shown in Table 6-1 are preliminary and should be confirmed at the subsequent stages of the project. 7. Access Management Currently, there are more than 35 accesses along Dunbow Road, some of which are private, leading only to single residences or small groups of residential units or farmsteads. Access management strategies were discussed with MD of Foothills and are shown in figures in Appendix III. Proposed spacing between intersections is approximately 3 m. Confirmation of the access strategy should be carried out in consultation with land owners. 8. Speed Limit Zones The current posted speed limit for Dunbow Road is 8 km/h. As spacing between intersections is 3 m or more, no changes to the posted speed limits are suggested up to the 24 horizon. Once a six-lane cross-section is implemented between Deerfoot Trail and 32 Street in 245, review of the speed limit between the Deerfoot Trail Interchange and Artesia Boulevard might be required. Introduction of a lower speed limit such as 6 km/h may be prudent to accommodate potential weaving and complex interchange maneuvers. 9. Conclusions As the improvements of Dunbow Road will result in the introduction of short-cutting, consideration should be given to proper timing of the improvements to ensure that parallel roads (e.g., Hwy 522) are properly utilized by the traffic destined for Deerfoot Trail and that the shortcutting in the area is minimized. Based on the evaluation and the assumed development progression, upgrading of Dunbow Road east of 32 Street to a four-lane cross-section and the remaining segment to the west to a Dunbow Road Functional Planning 37 Final Report

six-lane cross-section by 245 would provide acceptable LOS levels. The need to upgrade Dunbow Road east of the intersection with 32 Street to a six-lane cross-section depends on overall progression of the development in the area. A summary of the recommended intersection upgrades is included in Table 9-1. Four cross-section options were developed with a right-of-way ranging between 3 5 m as discussed in Section 5.1. It should be noted that Option 4 was developed to demonstrate extents of the right-of-way required if the rural cross-section is maintained and includes a separate bicycle/pedestrian pathway. No cost estimate was provided for Option 4. Based on the order of magnitude cost estimate, it was found that Option 1 is the least costly. However, confirmation of the construction cost estimate should be carried out at the subsequent stages of the project. An access management strategy was discussed with the MD of Foothills, which proposes a 3 metre spacing between intersections. No changes to the current speed limit are proposed up to 24. Periodic review of the speed limit for the six-lane cross-section between Deerfoot Trail and Artesia Boulevard would be beneficial to address any operational issues in this area. Dunbow Road Functional Planning 38 Final Report

TABLE 9-1: INTERSECTION AND CROSS-SECTION UPGRADES Horizon Year Up to 225 23 Figure 4-4 235 Figure 4-5 24 Figure 4-6 245 (Two-Lane) Figure 4-1 245 (Four-lane/Sixlane) Figure 4-2 No improvements required Improvements Signalization of the intersections of Dunbow Road with: o 16 Street o Artesia Boulevard o 32 Street Upgrade intersection of Dunbow Road / RR 285 from a two-way Stop controlled to a four-way Stop controlled Signalization of the intersections of Dunbow Road with: o 8 Street o RR 285 Geometric improvements at the intersection of Dunbow Road / RR 285 Widening of Dunbow Road to a 4-lane cross-section between Interchange to the intersection with 32 Street Geometric improvements at the intersection of Dunbow Road / RR 285 Widening of Dunbow Road to a four-lane cross-section between Interchange to the intersection with 32th Street Signalization of the intersections of Dunbow Road with 56 Street Geometric improvements at the intersections of Dunbow Road with o 32 Street o 56 Street o 8 Street Introducing a second access point or intersection for Development A Widening of Dunbow Road to a four-lane cross-section and intersection improvements (Figure 4-2) Introducing a second access point or intersection for Development A Remaining west segment to be widened to a six-lane crosssection. Intersection improvements are summarized in Section 4.4 Introducing a second access point or intersection for Development A 1. Recommendations Based on the capacity analysis, development progression assumptions, and traffic forecast model, the following improvements should be considered by the MD Foothills along the Dunbow Road Corridor: Do nothing in the horizon years of 22 and 225. At the 23 horizon year following improvements should be implemented (Figure 4.4): Dunbow Road Functional Planning 39 Final Report

o o o o Dunbow Road / 16 Street: Signal controlled Dunbow Road / Artesia Boulevard: Signal controlled Dunbow Road / 32 Street: Signal controlled Dunbow Road / Range Road 285: All Way Stop Controlled (AWSC) By 235 o Upgrading of the traffic control systems at Dunbow Road / 8 Street and Dunbow Road / Range Road 285 to signals will be required o Improving of the layout of the intersection of Dunbow Road / Range Road 285 per Section 4.5.2. and o Widening of Dunbow Road to a four-lane cross-section between the Deerfoot Interchange and the intersection with 32th Street will be required. At 24 o Improvements to the layout of the intersection of Dunbow Road / Range Road 285 per Section 4.5.2 and o Widening of Dunbow Road to a four-lane cross-section between the Deerfoot Interchange and the intersection with 32th Street should be implemented. By the 245 horizon year: o Dunbow Road should be upgraded to A four-lane cross-section east of 32 Street, and A six-lane cross-section from east of the interchange of Dunbow Road / Deerfoot Trail to the east of Dunbow Road / 32 Street and intersectional layout improvements implemented as outlined in Section 4.4. The selection of the ultimate cross-section for Dunbow Road should be made based on the type of development and actual progression of the development in the area, the resulting traffic volumes, and the right-of-way availability. Dunbow Road Functional Planning 4 Final Report

SECTION 2 STAGE 2 SENSITIVITY ANALYSIS Dunbow Road Functional Planning 41 Final Report

Section 2 Sensitivity Analysis 11. Introduction Following the request by MD of Foothills, a sensitivity analysis was conducted to determine how many units of development and at what at horizon year said development could be implemented before upgrading the road from a two-lane cross section to a four-lane cross section would be required, as well as when it would be necessary to implement signals on the major intersections. As in Stage 1 of this report, this Section summarises the results of the analysis which addressed two potential developments (shown in Figure 11-1): Development A, planned north of Dunbow Road and west of the Bow River with a full build-out of 5, units and Development B, planned north of Hwy 552 and west of 8 Street with a full build-out of 2,5 units. Figure 11-1: Site Context Dunbow Road Functional Planning 42 Final Report

The analysis described in this Section was carried out based on the assumptions of the development progression as summarized in Table 11.1. TABLE 11-1: PROGRESSION OF DEVELOPMENT ANALYSED SCENARIOS Scenario Development A Development B #1 125 units 625 units #2 1875 units 125 units #3 25 units 1875 units #4 375 units 25 units #5 5 units 25 units All the Scenarios identified in Table 11.1 were analyzed at the 22, 225, 23, and 235 horizon years. Detailed outputs from the traffic model for the different horizons and the corresponding land use scenarios are included in Appendix IV. 11.1 Improvement Criteria The technical link capacity is defined by number of lanes and measured in vehicle per hour. Road authorities use environmental capacity related to the functional road classification and expressed in vehicles per day to define improvement thresholds. Table 11.2 lists road classification and corresponding environmental capacities and number of lanes. As the technical capacity of the road is much higher, the upper limit of the environmental capacity was used in identification of timing for link improvements. The actual traffic patterns will decide when the actual upgrading should take place. TABLE 11-2: ROAD CLASSIFICATION AND ENVIRONMENTAL CAPACITY Road Classification Daily Traffic Volume(vehicles/day) Number of Lanes Skeletal Road (Expressway/Freeway) >3, 4, 6 or 8 Arterial 2, - 35, 4 or 6 Collector Primary 8, - 15, 2 or 4 Collector 2, - 8, 2 Residential <2, 2 To calculate the daily traffic volumes, the peak hour volumes from the traffic model will be multiplied by a factor to gain the daily traffic volumes, based on the known correlations between Dunbow Road Functional Planning 43 Final Report

the volumes for the different periods. This factor can range between 9 and 12 depending on the area. For the purpose of this analysis the industry standard factor of 1 was adopted. 12. Results of the Analysis The following sections summarize results of the sensitivity analysis. 12.1 22 Horizon The forecasted model traffic volumes for the 22 horizon year were evaluated using Visum and the existing traffic controls. Figure 11.2 shows the daily link volumes per direction for the different land use scenarios. Based on the results, the required improvements are as follows: No improvements are required in case of Scenarios 1 to 3 Potential upgrade to a signalized intersection at Dunbow Road/RR 285 will be required in case of Scenario 4 (depending on how many access points to Development A are intended) Potential upgrade to a signalized intersection at Dunbow Road/RR 285 in case of Scenario 5 (depending on how many access points are planned for Development A). Dunbow Road Functional Planning 44 Final Report

Dunbow Road Functional Planning 45 Final Report

Figure 11-2: 22 Horizon Year 12.2 225 Horizon The forecasted model traffic volumes for the 225 horizon year were evaluated using Visum. Figure 11.3 shows the daily link volumes per direction for the different options. Dunbow Road Functional Planning 46 Final Report

Dunbow Road Functional Planning 47 Final Report

Figure 11-3: 225 Horizon Year Based on the results, here are the required improvements: Option 1 no improvements Option 2 no improvements Option 3 potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points will be intended for Development A) Option 4 signalized intersection at Dunbow Road/16 Street and Dunbow Road/32 Street. Some of the movements at the intersection of Dunbow Road/8 Street have the possibility to fail. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Option 5 signalized intersection at Dunbow Road/16 Street and Dunbow Road/32 Street. Some of the movements at the intersection at Dunbow Road/8 Street have the Dunbow Road Functional Planning 48 Final Report

possibility to fail. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) 12.3 23 Horizon The forecasted model traffic volumes for the 23 horizon year were evaluated using Visum. Figure 11.4 shows the link volumes for the different options. Based on the results, the following improvements are required: Option 1 Signals at intersection Dunbow Road/32 Street Option 2 - Signals at intersection Dunbow Road/32 Street Option 3 Signals at intersection Dunbow Road/16 Street and at intersection Dunbow Road/32 Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Option 4 Signals at intersection Dunbow Road/16 Street, Dunbow Road/32 Street and Dunbow Road/8 th Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Option 5 Signals at intersection Dunbow Road/16 Street, Dunbow Road/32 Street and Dunbow Road/8 th Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Dunbow Road Functional Planning 49 Final Report

Dunbow Road Functional Planning 5 Final Report

Figure 11-4: 23 Horizon Year 12.4 235 Horizon The forecasted model traffic volumes for the 235 horizon year were evaluated using Visum. Figure 11.5 shows the daily link volumes per direction for the different options. Based on the results, the following improvements are required: Option 1 Signals at intersection Dunbow Road/16 Street and at intersection Dunbow Road/32 Street. Option 2 - Signals at intersection Dunbow Road/16 Street, Dunbow Road/32 Street and Dunbow Road/8 th Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Dunbow Road Functional Planning 51 Final Report

Option 3 Signals at intersection Dunbow Road/16 Street, Dunbow Road/32 Street and Dunbow Road/8 th Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are designed for Development A) Option 4 Signals at intersection Dunbow Road/16 Street, Dunbow Road/32 Street and Dunbow Road/8 th Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Option 5 Signals at intersection Dunbow Road/16 Street, Dunbow Road/32 Street and Dunbow Road/8 th Street. Potential upgrade to a signalized intersection at Dunbow Road/RR 285 (depending on how many access points are intended for Development A) Dunbow Road Functional Planning 52 Final Report

Dunbow Road Functional Planning 53 Final Report

Figure 11-5: 235 Horizon Year 13. Conclusions The sensitivity analysis leads to the following conclusions: Based on the results of the analysis, improvements to the network are expected to be required as summarized in Table 11.3. A monitoring program should be initiated at the key intersections to provide up-to-date information on operational conditions throughout the development progression, to ensure that the required improvements are introduced in a timely fashion. A periodic review of the network performance should be undertaken, including a focus on the impact of the network modification, to verify improvement priorities and to make certain that considered future network improvements are introduced in a timely fashion. Dunbow Road Functional Planning 54 Final Report

The actual network improvements should be based on the actual traffic volumes related to the development progression in the area. TABLE 11-3: INTERSECTION AND ROAD IMPROVEMENTS Intersection Improvement Scenario Units Horizon Dunbow Road/16 Street Dunbow Road/32 Street Dunbow Road/8 Street Dunbow Road/RR 285 Link Upgrade 22 - - - - - 225 - - - - - #1 Dev A 125 Dev B - 625 23 - X - - 4 lane up to 32 Street intersection 235 X X - - 4 lane up to 32 Street intersection 22 - - - - - #2 Dev A 1875 Dev B - 125 225 - - - - 23 - X - - 4 lane up to 16 Street intersection 4 lane up to 32 Street intersection 235 X X X X 4 lane up to 32 Street intersection 22 - - - - 4 lane up to 32 Street intersection #3 Dev A 25 Dev B - 1875 225 - - - X 23 X X X 4 lane up to 32 Street intersection 4 lane up to 32 Street intersection 235 X X X X 4 lane up to 32 Street intersection Dunbow Road Functional Planning 55 Final Report

Intersection Improvement Scenario Units Horizon Dunbow Road/16 Street Dunbow Road/32 Street Dunbow Road/8 Street Dunbow Road/RR 285 Link Upgrade 22 - - - X 4 lane up to 32 Street intersection #4 Dev A 375 Dev B - 25 225 X X - X 23 X X X X 4 lane up to 32 Street intersection 4 lane up to 32 Street intersection 235 X X X X 4 lane up to 32 Street intersection 22 - - - X 4 lane full -build out #5 Dev A 5 Dev B - 25 225 X X - X 23 X X X X 4 lane full -build out 4 lane full -build out 235 X X X X 4 lane full -build out Dunbow Road Functional Planning 56 Final Report

APPENDIX I: EXISTING AND FUTURE HORIZONS LINK VOLUMES Dunbow Road Functional Planning 57 Final Report

APPENDIX II: SYNCHRO OUTPUT Dunbow Road Functional Planning 58 Final Report

5/4/216 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 33 41 224 27 Future Volume (Veh/h) 33 41 224 27 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 347 43 236 28 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 39 583 347 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 39 583 347 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 94 1 cm capacity (veh/h) 1169 475 696 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 347 43 236 28 Volume Left 28 Volume Right 43 csh 17 17 17 17 469 Volume to Capacity.2.3..14.6 Queue Length 95th (m).... 1.4 Control Delay (s).... 13.2 Lane LOS B Approach Delay (s).. 13.2 Approach LOS B Intersection Summary Average Delay.6 Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 PM Existing AA Page 1 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 268 2 182 1 42 Future Volume (Veh/h) 62 268 2 182 1 42 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 65 282 2 192 1 44 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 192 284 649 65 283 64 66 192 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 192 284 649 65 283 64 66 192 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 95 1 1 1 1 1 1 95 cm capacity (veh/h) 1381 1278 35 393 756 396 392 85 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 SB 2 Volume Total 65 284 192 1 44 Volume Left 65 1 Volume Right 2 44 csh 1381 17 1278 17 35 17 85 Volume to Capacity.5.17.....5 Queue Length 95th (m) 1.1....1. 1.2 Control Delay (s) 7.7... 15.3. 9.5 Lane LOS A C A A Approach Delay (s) 1.4. 15.3 9.5 Approach LOS C A Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 37.8% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 238 21 162 14 3 Future Volume (Veh/h) 4 238 21 162 14 3 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 4 251 22 171 15 3 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 171 273 432 43 251 43 452 171 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 171 273 432 43 251 43 452 171 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 1 1 97 1 1 1 1 1 cm capacity (veh/h) 146 129 531 516 788 534 52 873 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total 255 22 171 15 3 Volume Left 4 15 Volume Right 22 3 csh 146 17 129 17 531 17 655 Volume to Capacity..1...3.. Queue Length 95th (m).1....7..1 Control Delay (s).1... 12.. 1.5 Lane LOS A B A B Approach Delay (s).1. 12. 1.5 Approach LOS B B Intersection Summary Average Delay.5 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 PM Existing AA Page 2 Dunbow Rd 3/18/216 PM Existing AA Page 3

5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 176 2 114 1 6 Future Volume (Veh/h) 1 176 2 114 1 6 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 11 185 2 12 1 6 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 12 187 334 328 186 328 329 12 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 12 187 334 328 186 328 329 12 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 1 1 1 1 1 1 99 cm capacity (veh/h) 1468 1387 612 586 856 622 586 931 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 198 12 1 6 Volume Left 11 1 Volume Right 2 6 csh 1468 1387 612 931 Volume to Capacity.1...1 Queue Length 95th (m).2...1 Control Delay (s).5. 1.9 8.9 Lane LOS A B A Approach Delay (s).5. 1.9 8.9 Approach LOS B A Intersection Summary Average Delay.5 Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 17 154 1 11 Future Volume (Veh/h) 17 154 1 11 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 18 162 15 12 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 15 33 15 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 15 33 15 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 1 99 cm capacity (veh/h) 1486 68 949 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 18 15 12 Volume Left 18 Volume Right 12 csh 1486 17 949 Volume to Capacity.1.6.1 Queue Length 95th (m).3..3 Control Delay (s).8. 8.8 Lane LOS A A Approach Delay (s).8. 8.8 Approach LOS A Intersection Summary Average Delay.9 Intersection Capacity Utilization 26.% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 PM Existing AA Page 4 Dunbow Rd 3/18/216 PM Existing AA Page 5 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 27 1 17 63 11 18 Future Volume (Veh/h) 27 1 17 63 11 18 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 28 15 18 66 12 19 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 66 123 255 236 114 236 245 66 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 66 123 255 236 114 236 245 66 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 98 1 98 1 1 1 1 98 cm capacity (veh/h) 1536 1464 675 653 939 78 645 998 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 151 66 12 19 Volume Left 28 12 Volume Right 18 19 csh 1536 1464 675 998 Volume to Capacity.2..2.2 Queue Length 95th (m).4..4.4 Control Delay (s) 1.5. 1.4 8.7 Lane LOS A B A Approach Delay (s) 1.5. 1.4 8.7 Approach LOS B A Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 34 28 11 19 23 Future Volume (Veh/h) 24 34 28 11 19 23 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 25 36 29 12 2 24 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 12 65 136 112 5 112 127 12 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 12 65 136 112 5 112 127 12 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 98 1 98 1 1 1 1 98 cm capacity (veh/h) 167 1537 86 766 118 855 752 169 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 9 12 2 24 Volume Left 25 2 Volume Right 29 24 csh 167 1537 792 169 Volume to Capacity.2..3.2 Queue Length 95th (m).4..6.5 Control Delay (s) 2.1. 9.7 8.4 Lane LOS A A A Approach Delay (s) 2.1. 9.7 8.4 Approach LOS A A Intersection Summary Average Delay 4. Intersection Capacity Utilization 26.% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 PM Existing AA Page 6 Dunbow Rd 3/18/216 PM Existing AA Page 7

5/4/216 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 71 122 469 15 Future Volume (Veh/h) 71 122 469 15 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 747 128 494 16 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 875 1241 747 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 875 1241 747 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 92 1 cm capacity (veh/h) 771 193 413 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 747 128 494 16 Volume Left 16 Volume Right 128 csh 17 17 17 17 189 Volume to Capacity.44.8..29.8 Queue Length 95th (m).... 2.1 Control Delay (s).... 25.8 Lane LOS D Approach Delay (s).. 25.8 Approach LOS D Intersection Summary Average Delay.3 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis AA Page 1 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 675 9 2 445 4 7 1 3 17 Future Volume (Veh/h) 25 675 9 2 445 4 7 1 3 17 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 26 711 9 2 468 4 7 1 3 18 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 472 72 1258 1244 716 1236 1244 468 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 472 72 1258 1244 716 1236 1244 468 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 98 1 95 1 1 98 1 97 cm capacity (veh/h) 19 882 14 17 43 15 17 595 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 SB 2 Volume Total 26 72 47 4 8 3 18 Volume Left 26 2 7 3 Volume Right 9 4 1 18 csh 19 17 882 17 153 15 595 Volume to Capacity.2.42...5.2.3 Queue Length 95th (m).6..1. 1.2.5.7 Control Delay (s) 8.4..1. 29.8 29.6 11.2 Lane LOS A A D D B Approach Delay (s).3.1 29.8 13.9 Approach LOS D B Intersection Summary Average Delay.6 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 491 182 4 362 85 1 Future Volume (Veh/h) 1 491 182 4 362 85 1 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 1 517 192 4 381 89 1 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 381 79 98 98 517 98 11 381 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 381 79 98 98 517 98 11 381 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 1 1 65 1 1 1 1 1 cm capacity (veh/h) 1177 89 255 274 558 255 211 666 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total 518 192 385 89 1 Volume Left 1 4 89 Volume Right 192 1 csh 1177 17 89 17 255 17 5 Volume to Capacity..11...35.. Queue Length 95th (m)...1. 11.4.. Control Delay (s)...1. 26.6. 12.2 Lane LOS A A D A B Approach Delay (s)..1 26.6 12.2 Approach LOS D B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis AA Page 2 HCM Unsignalized Intersection Capacity Analysis AA Page 3

5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 459 2 337 1 2 1 5 Future Volume (Veh/h) 6 459 2 337 1 2 1 5 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 6 483 2 355 1 2 1 5 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 356 485 856 852 484 852 852 356 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 356 485 856 852 484 852 852 356 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 1 1 99 1 1 1 1 99 cm capacity (veh/h) 123 178 275 295 583 279 295 688 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 491 356 2 6 Volume Left 6 2 1 Volume Right 2 1 5 csh 123 178 275 553 Volume to Capacity...1.1 Queue Length 95th (m).1..2.2 Control Delay (s).2. 18.2 11.6 Lane LOS A C B Approach Delay (s).2. 18.2 11.6 Approach LOS C B Intersection Summary Average Delay.2 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 6 449 332 1 4 Future Volume (Veh/h) 6 449 332 1 4 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 6 473 349 1 4 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 35 834 35 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 35 834 35 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 1 99 cm capacity (veh/h) 129 336 694 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 479 35 4 Volume Left 6 Volume Right 1 4 csh 129 17 694 Volume to Capacity..21.1 Queue Length 95th (m).1..1 Control Delay (s).2. 1.2 Lane LOS A B Approach Delay (s).2. 1.2 Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis AA Page 4 HCM Unsignalized Intersection Capacity Analysis AA Page 5 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 422 12 29 299 23 3 8 3 9 Future Volume (Veh/h) 1 422 12 29 299 23 3 8 3 9 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 11 444 13 31 315 24 3 8 3 9 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 315 457 86 85 45 859 856 315 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 315 457 86 85 45 859 856 315 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 97 91 99 99 1 99 99 cm capacity (veh/h) 1245 114 263 287 69 263 284 725 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 468 346 35 12 Volume Left 11 31 24 Volume Right 13 8 9 csh 1245 114 35 523 Volume to Capacity.1.3.11.2 Queue Length 95th (m).2.7 2.9.5 Control Delay (s).3 1. 18.3 12. Lane LOS A A C B Approach Delay (s).3 1. 18.3 12. Approach LOS C B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 397 7 6 27 58 6 56 14 22 277 Future Volume (Veh/h) 397 7 6 27 58 6 56 14 22 277 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 418 7 6 28 61 6 59 15 23 292 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 28 7 916 874 1 934 92 58 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 28 7 916 874 1 934 92 58 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 74 1 95 72 1 9 89 71 cm capacity (veh/h) 1585 1614 131 212 171 156 24 17 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 431 89 65 33 Volume Left 418 6 15 Volume Right 6 61 292 csh 1585 1614 2 662 Volume to Capacity.26..33.5 Queue Length 95th (m) 8.1. 1.2 21.3 Control Delay (s) 7.9. 31.5 15.7 Lane LOS A D C Approach Delay (s) 7.9. 31.5 15.7 Approach LOS D C Intersection Summary Average Delay 11.6 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis AA Page 6 HCM Unsignalized Intersection Capacity Analysis AA Page 7

5/4/216 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 637 152 3 51 18 4 Future Volume (Veh/h) 637 152 3 51 18 4 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 671 16 3 537 19 4 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 831 1214 671 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 831 1214 671 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 9 99 cm capacity (veh/h) 81 2 456 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 671 16 3 537 23 Volume Left 3 19 Volume Right 16 4 csh 17 17 81 17 242 Volume to Capacity.39.9..32.1 Queue Length 95th (m)...1. 2.4 Control Delay (s).. 9.5. 22.8 Lane LOS A C Approach Delay (s)..1 22.8 Approach LOS C Intersection Summary Average Delay.4 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 1 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 7 11 487 1 8 17 Future Volume (Veh/h) 29 7 11 487 1 8 17 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 31 737 12 513 1 8 18 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 514 749 1336 1319 743 1312 1324 513 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 514 749 1336 1319 743 1312 1324 513 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 97 1 94 1 1 1 1 97 cm capacity (veh/h) 152 86 123 152 415 133 151 561 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 SB 2 Volume Total 31 749 513 1 8 18 Volume Left 31 8 Volume Right 12 1 18 csh 152 17 86 17 123 17 561 Volume to Capacity.3.44...6..3 Queue Length 95th (m).7... 1.6..8 Control Delay (s) 8.5... 36.2. 11.6 Lane LOS A E A B Approach Delay (s).3. 36.2 11.6 Approach LOS E B Intersection Summary Average Delay.6 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 52 191 372 113 1 Future Volume (Veh/h) 1 52 191 372 113 1 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 1 528 21 392 119 1 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) 1 Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 392 729 922 922 528 922 1123 392 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 392 729 922 922 528 922 1123 392 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 1 1 52 1 1 1 1 1 cm capacity (veh/h) 1167 875 25 27 55 251 25 657 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total 529 21 392 119 1 Volume Left 1 119 Volume Right 21 1 csh 1167 17 875 17 25 17 493 Volume to Capacity..12...48.. Queue Length 95th (m).... 18.1.. Control Delay (s).... 31.8. 12.3 Lane LOS A D A B Approach Delay (s).. 31.8 12.3 Approach LOS D B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 41.% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 2 Dunbow Rd 3/18/216 AA Page 3

5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 477 2 1 351 1 2 1 4 Future Volume (Veh/h) 6 477 2 1 351 1 2 1 4 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 6 52 2 1 369 1 2 1 4 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 37 54 89 887 53 888 888 37 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 37 54 89 887 53 888 888 37 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 1 99 1 1 1 1 99 cm capacity (veh/h) 1189 161 261 281 569 263 281 676 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 51 371 3 4 Volume Left 6 1 2 Volume Right 2 1 1 4 csh 1189 161 318 676 Volume to Capacity.1..1.1 Queue Length 95th (m).1..2.1 Control Delay (s).2. 16.4 1.4 Lane LOS A A C B Approach Delay (s).2. 16.4 1.4 Approach LOS C B Intersection Summary Average Delay.2 Intersection Capacity Utilization 4.5% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 6 468 347 1 3 Future Volume (Veh/h) 6 468 347 1 3 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 6 493 365 1 3 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 366 87 366 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 366 87 366 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 1 1 cm capacity (veh/h) 1193 32 68 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 499 366 3 Volume Left 6 Volume Right 1 3 csh 1193 17 68 Volume to Capacity.1.22. Queue Length 95th (m).1..1 Control Delay (s).2. 1.3 Lane LOS A B Approach Delay (s).2. 1.3 Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 4.2% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 4 Dunbow Rd 3/18/216 AA Page 5 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 445 8 18 317 19 6 16 1 4 1 Future Volume (Veh/h) 11 445 8 18 317 19 6 16 1 4 1 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 12 468 8 19 334 2 6 17 1 4 11 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 334 476 881 868 472 888 872 334 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 334 476 881 868 472 888 872 334 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 98 92 98 97 1 99 98 cm capacity (veh/h) 1225 186 255 283 592 247 281 78 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 488 353 43 16 Volume Left 12 19 2 1 Volume Right 8 17 11 csh 1225 186 335 473 Volume to Capacity.1.2.13.3 Queue Length 95th (m).2.4 3.3.8 Control Delay (s).3.6 17.3 12.9 Lane LOS A A C B Approach Delay (s).3.6 17.3 12.9 Approach LOS C B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 421 8 6 29 11 8 63 43 38 278 Future Volume (Veh/h) 421 8 6 29 11 8 63 43 38 278 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 443 8 6 31 16 8 66 45 4 293 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 31 8 948 928 11 961 925 31 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 31 8 948 928 11 961 925 31 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 72 1 93 66 1 67 79 72 cm capacity (veh/h) 1582 1612 115 193 17 138 194 143 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 457 31 16 8 66 85 293 Volume Left 443 8 45 Volume Right 6 16 293 csh 1582 1612 17 115 193 159 143 Volume to Capacity.28..6.7.34.53.28 Queue Length 95th (m) 8.8.. 1.7 1.9 2.2 8.8 Control Delay (s) 8... 38.6 33.1 5.8 9.8 Lane LOS A E D F A Approach Delay (s) 8.. 33.7 19. Approach LOS D C Intersection Summary Average Delay 12.7 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 6 Dunbow Rd 3/18/216 AA Page 7

5/4/216 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 877 198 1 691 85 Future Volume (vph) 877 198 1 691 85 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 15. 2.. 1. Storage Lanes 1 1 1 1 Taper Length (m) 75. 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.85 Flt Protected.95.95 Satd. Flow (prot) 1834 1559 1742 1834 1742 1834 Flt Permitted.18.95 Satd. Flow (perm) 1834 1559 33 1834 1742 1834 Right Turn on Red Yes Yes Satd. Flow (RTOR) 88 Link Speed (k/h) 6 6 6 Link Distance (m) 241.6 48.5 19.8 Travel Time (s) 14.5 28.8 6.6 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 923 28 1 727 89 Shared Lane Traffic (%) Lane Group Flow (vph) 923 28 1 727 89 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)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector (m) 3.5 6.1 6.1 3.5 6.1 6.1 Trailing Detector (m)...... Detector 1 Position(m)...... Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)...... Detector 1 Queue (s)...... Detector 1 Delay (s)...... 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).. Turn Type NA Perm Perm NA Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 2 Dunbow Rd 3/18/216 AA Page 1 5/4/216 5/4/216 Splits and Phases: 1: 16 Street & Dunbow Road Lane Group EBT EBR WBL WBT NBL NBR Detector Phase 4 4 8 8 2 2 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 42. 42. 42. 42. 23. 23. Total Split (%) 64.6% 64.6% 64.6% 64.6% 35.4% 35.4% Maximum Green (s) 37.5 37.5 37.5 37.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. Recall Mode None None None None Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 3.3 3.3 3.3 3.3 8.1 Actuated g/c Ratio.63.63.63.63.17 v/c Ratio.79.2..63.3 Control Delay 13. 2.7 3. 8.2 22.6 Queue Delay..... Total Delay 13. 2.7 3. 8.2 22.6 LOS B A A A C Approach Delay 11.1 8.2 22.6 Approach LOS B A C Queue Length 5th (m) 43.8 3.1. 28.3 7.3 Queue Length 95th (m) 1.3 9.7.4 61.5 18.4 Internal Link Dist (m) 217.6 456.5 85.8 Turn Bay Length (m) 15. 2. Base Capacity (vph) 1453 1253 261 1453 71 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.64.17..5.13 Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 47.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.79 Intersection Signal Delay: 1.5 Intersection LOS: B Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 2 Dunbow Rd 3/18/216 AA Page 3

5/4/216 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 834 17 2 666 3 1 3 3 15 Future Volume (vph) 27 834 17 2 666 3 1 3 3 15 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4... 35..... Storage Lanes 1 1 1 Taper Length (m) 75. 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.997.85.971.85 Flt Protected.95.962.95 Satd. Flow (prot) 1742 1828 1834 1559 1713 1742 1559 Flt Permitted.222.669.892.748 Satd. Flow (perm) 47 1828 1227 1559 1588 1372 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 36 36 36 Link Speed (k/h) 6 6 6 6 Link Distance (m) 48.5 817.5 52.8 78. Travel Time (s) 28.8 49.1 3.2 4.7 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 28 878 18 2 71 3 11 3 3 16 Shared Lane Traffic (%) Lane Group Flow (vph) 28 896 73 3 14 3 16 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Dunbow Rd 3/18/216 PM Existing AA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (%) 5.% 5.% 5.% 5.% 5.% 5.% 5.% 5.% 5.% 5.% Maximum Green (s) 18. 18. 18. 18. 18. 18. 18. 18. 18. 18. 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 18. 18. 18. 18. 18. 18. 18. Actuated g/c Ratio.4.4.4.4.4.4.4 v/c Ratio.17 1.22 1.43..2.1.2 Control Delay 12. 131.4 227.. 1.7 8.3 1.9 Queue Delay....... Total Delay 12. 131.4 227.. 1.7 8.3 1.9 LOS B F F A A A A Approach Delay 127.8 226. 1.7 2.9 Approach LOS F F A A Queue Length 5th (m) 1.3 ~93. ~79.3...2. Queue Length 95th (m) 5.5 #148.6 #128.. 1.2 1.1 1.5 Internal Link Dist (m) 456.5 793.5 28.8 54. Turn Bay Length (m) 4. 35. Base Capacity (vph) 162 733 49 645 656 548 645 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.17 1.22 1.43..2.1.2 Intersection Summary Area Type: Other Cycle Length: 45 Actuated Cycle Length: 45 Offset: (%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 6 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.43 Intersection Signal Delay: 167. Intersection LOS: F Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Dunbow Rd 3/18/216 AA Page 2 5/4/216 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: 2: Dunbow Road & Artesia Blvd Dunbow Rd 3/18/216 AA Page 3 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 573 257 6 435 232 1 Future Volume (vph) 1 573 257 6 435 232 1 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m). 25.. 3.. 3.. 5. Storage Lanes 1 1 1 1 Taper Length (m) 2.5 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.999.95 Satd. Flow (prot) 1834 1559 1832 1834 1742 1834 1834 1559 Flt Permitted.999.993.757 Satd. Flow (perm) 1832 1559 1821 1834 1388 1834 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 243 318 Link Speed (k/h) 6 6 6 6 Link Distance (m) 817.5 2436.2 15.9 131.9 Travel Time (s) 49.1 146.2 9.1 7.9 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 1 63 271 6 458 244 1 Shared Lane Traffic (%) Lane Group Flow (vph) 64 271 464 244 1 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).... Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 Trailing Detector (m)............ Detector 1 Position(m)............ Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)............ Detector 1 Queue (s)............ Detector 1 Delay (s)............ 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).... Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Dunbow Rd 3/18/216 AA Page 1

5/4/216 5/4/216 Splits and Phases: 3: 32 Street & Dunbow Road Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 31. 31. 31. 31. 31. 31. 24. 24. 24. 24. 24. 24. Total Split (%) 56.4% 56.4% 56.4% 56.4% 56.4% 56.4% 43.6% 43.6% 43.6% 43.6% 43.6% 43.6% Maximum Green (s) 26.5 26.5 26.5 26.5 26.5 26.5 19.5 19.5 19.5 19.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)........ Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None None Min Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 19.3 19.3 19.3 12.9 12.9 Actuated g/c Ratio.46.46.46.31.31 v/c Ratio.72.32.55.57. Control Delay 15.1 2.9 11.5 19.5. Queue Delay..... Total Delay 15.1 2.9 11.5 19.5. LOS B A B B A Approach Delay 11.3 11.5 19.5 Approach LOS B B B Queue Length 5th (m) 3.5 1. 21.1 14.9. Queue Length 95th (m) 73.5 1.8 51.2 36.. Internal Link Dist (m) 793.5 2412.2 126.9 17.9 Turn Bay Length (m) 25. 5. Base Capacity (vph) 1245 1137 1237 698 942 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.49.24.38.35. Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 41.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.72 Intersection Signal Delay: 12.6 Intersection LOS: B Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 2 Dunbow Rd 3/18/216 AA Page 3 5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 535 4 1 471 1 3 1 1 4 Future Volume (Veh/h) 6 535 4 1 471 1 3 1 1 4 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 6 563 4 1 496 1 3 1 1 4 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 497 567 18 176 565 176 178 496 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 497 567 18 176 565 176 178 496 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 1 98 1 1 99 1 99 cm capacity (veh/h) 167 15 193 218 524 195 217 573 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 573 498 4 5 Volume Left 6 1 3 1 Volume Right 4 1 1 4 csh 167 15 23 413 Volume to Capacity.1..2.1 Queue Length 95th (m).1..4.3 Control Delay (s).2. 2.9 13.8 Lane LOS A A C B Approach Delay (s).2. 2.9 13.8 Approach LOS C B Intersection Summary Average Delay.2 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 7 525 468 1 4 Future Volume (Veh/h) 7 525 468 1 4 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 7 553 493 1 4 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 494 16 494 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 494 16 494 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 1 99 cm capacity (veh/h) 17 246 576 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 56 494 4 Volume Left 7 Volume Right 1 4 csh 17 17 576 Volume to Capacity.1.29.1 Queue Length 95th (m).2..2 Control Delay (s).2. 11.3 Lane LOS A B Approach Delay (s).2. 11.3 Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 1 Dunbow Rd 3/18/216 PM AA Page 2

5/4/216 5/4/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 47 36 6 421 4 32 6 63 1 4 13 Future Volume (Veh/h) 15 47 36 6 421 4 32 6 63 1 4 13 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 16 495 38 63 443 4 34 6 66 1 4 14 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 447 533 1133 1119 514 1186 1136 445 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 447 533 1133 1119 514 1186 1136 445 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 94 79 97 88 99 98 98 cm capacity (veh/h) 1113 135 163 191 56 134 187 613 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 549 51 16 19 Volume Left 16 63 34 1 Volume Right 38 4 66 14 csh 1113 135 297 368 Volume to Capacity.1.6.36.5 Queue Length 95th (m).3 1.5 11.9 1.2 Control Delay (s).4 1.7 23.7 15.3 Lane LOS A A C C Approach Delay (s).4 1.7 23.7 15.3 Approach LOS C C Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 486 13 3 158 129 1 54 7 45 297 Future Volume (vph) 486 13 3 158 129 1 54 7 45 297 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 512 14 3 166 136 11 57 74 47 313 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 529 166 136 11 57 121 313 Volume Left (vph) 512 11 74 Volume Right (vph) 3 136 313 Hadj (s).22.3 -.57.53.3.16 -.57 Departure Headway (s) 5. 5.3 3.2 7.1 6.6 6.1 3.2 Degree Utilization, x.73.24.12.2.1.21.28 Capacity (veh/h) 77 641 1121 459 491 526 1112 Control Delay (s) 2.2 9.9 6.6 9. 9.1 1.7 7.4 Approach Delay (s) 2.2 8.5 9.1 8.3 Approach LOS C A A A Intersection Summary Delay 13.1 Level of Service B Intersection Capacity Utilization 6.2% ICU Level of Service B Analysis Period (min) 15 Dunbow Rd 3/18/216 PM AA Page 3 Dunbow Rd 3/18/216 AA Page 4 8/22/216 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 926 249 1 86 19 6 Future Volume (vph) 926 249 1 86 19 6 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 15. 2.. 1. Storage Lanes 1 1 1 1 Taper Length (m) 75. 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 1834 1559 1742 1834 1742 1559 Flt Permitted.184.95 Satd. Flow (perm) 1834 1559 337 1834 1742 1559 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 6 Link Speed (k/h) 6 6 6 Link Distance (m) 241.6 48.5 19.8 Travel Time (s) 14.5 28.8 6.6 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 975 262 1 848 115 6 Shared Lane Traffic (%) Lane Group Flow (vph) 975 262 1 848 115 6 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)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector (m) 3.5 6.1 6.1 3.5 6.1 6.1 Trailing Detector (m)...... Detector 1 Position(m)...... Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)...... Detector 1 Queue (s)...... Detector 1 Delay (s)...... 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).. Turn Type NA Perm Perm NA Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 2 Dunbow Rd 3/18/216 PM AA Page 1

8/22/216 8/22/216 Splits and Phases: 1: 16 Street & Dunbow Road Lane Group EBT EBR WBL WBT NBL NBR Detector Phase 4 4 8 8 2 2 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 47. 47. 47. 47. 23. 23. Total Split (%) 67.1% 67.1% 67.1% 67.1% 32.9% 32.9% Maximum Green (s) 42.5 42.5 42.5 42.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 42.6 42.6 42.6 42.6 9.3 9.3 Actuated g/c Ratio.7.7.7.7.15.15 v/c Ratio.76.23..66.43.2 Control Delay 12. 2.8 4. 8.9 28.5 13.8 Queue Delay...... Total Delay 12. 2.8 4. 8.9 28.5 13.8 LOS B A A A C B Approach Delay 1. 8.9 27.8 Approach LOS B A C Queue Length 5th (m) 54. 4.6. 41.1 11.8. Queue Length 95th (m) #129.2 13.1.4 89.9 24.4 2.5 Internal Link Dist (m) 217.6 456.5 85.8 Turn Bay Length (m) 15. 2. 1. Base Capacity (vph) 1282 1121 235 1282 53 478 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.76.23..66.22.1 Intersection Summary Area Type: Other Cycle Length: 7 Actuated Cycle Length: 6.9 Natural Cycle: 7 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.76 Intersection Signal Delay: 1.6 Intersection LOS: B Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Page 2 Page 3 8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 33 879 2 2 779 3 11 4 4 17 Future Volume (vph) 33 879 2 2 779 3 11 4 4 17 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4... 35..... Storage Lanes 1 1 1 Taper Length (m) 75. 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.997.85.966.85 Flt Protected.95.964.95 Satd. Flow (prot) 1742 1828 1834 1559 178 1742 1559 Flt Permitted.26.999.78.747 Satd. Flow (perm) 477 1828 1832 1559 1382 137 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 25 25 25 Link Speed (k/h) 6 6 6 6 Link Distance (m) 48.5 817.5 52.8 78. Travel Time (s) 28.8 49.1 3.2 4.7 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 35 925 21 2 82 3 12 4 4 18 Shared Lane Traffic (%) Lane Group Flow (vph) 35 946 822 3 16 4 18 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 42. 42. 42. 42. 42. 23. 23. 23. 23. 23. Total Split (%) 64.6% 64.6% 64.6% 64.6% 64.6% 35.4% 35.4% 35.4% 35.4% 35.4% Maximum Green (s) 37.5 37.5 37.5 37.5 37.5 18.5 18.5 18.5 18.5 18.5 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 29.9 29.9 29.9 29.9 5.9 5.9 5.9 Actuated g/c Ratio.66.66.66.66.13.13.13 v/c Ratio.11.78.68..8.2.8 Control Delay 3.4 1.5 7.7. 8.7 2.8 9.4 Queue Delay....... Total Delay 3.4 1.5 7.7. 8.7 2.8 9.4 LOS A B A A A C A Approach Delay 1.2 7.7 8.7 11.5 Approach LOS B A A B Queue Length 5th (m).7 35.8 27.2...3. Queue Length 95th (m) 2.7 74.9 54.2. 3.4 2.5 3.8 Internal Link Dist (m) 456.5 793.5 28.8 54. Turn Bay Length (m) 4. 35. Base Capacity (vph) 398 1525 1528 134 597 577 671 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.9.62.54..3.1.3 Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 45.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.78 Intersection Signal Delay: 9.1 Intersection LOS: A Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 Page 2

8/22/216 Splits and Phases: 2: Dunbow Road & Residential Access 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 624 254 563 216 1 1 Future Volume (vph) 1 624 254 563 216 1 1 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m). 25.. 3.. 3.. 5. Storage Lanes 1 1 1 1 Taper Length (m) 2.5 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.953 Satd. Flow (prot) 1834 1559 1834 1834 1748 1834 1834 1559 Flt Permitted.999.727 Satd. Flow (perm) 1832 1559 1834 1834 1333 1834 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 22 25 Link Speed (k/h) 6 6 6 6 Link Distance (m) 817.5 2436.2 15.9 131.9 Travel Time (s) 49.1 146.2 9.1 7.9 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 1 657 267 593 227 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 658 267 593 228 1 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).... Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 Trailing Detector (m)............ Detector 1 Position(m)............ Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)............ Detector 1 Queue (s)............ Detector 1 Delay (s)............ 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).... Turn Type Perm NA Perm NA Perm Perm NA Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Page 3 Page 1 8/22/216 8/22/216 Splits and Phases: 3: 32 Street & Dunbow Road Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 36. 36. 36. 36. 36. 36. 24. 24. 24. 24. 24. 24. Total Split (%) 6.% 6.% 6.% 6.% 6.% 6.% 4.% 4.% 4.% 4.% 4.% 4.% Maximum Green (s) 31.5 31.5 31.5 31.5 31.5 31.5 19.5 19.5 19.5 19.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)........ Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None None Min Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 22. 22. 22. 13.1 13.1 Actuated g/c Ratio.49.49.49.29.29 v/c Ratio.73.3.66.59. Control Delay 15.2 3. 13.1 22.2. Queue Delay..... Total Delay 15.2 3. 13.1 22.2. LOS B A B C A Approach Delay 11.7 13.1 22.2 Approach LOS B B C Queue Length 5th (m) 34.9 1.7 29.9 15.. Queue Length 95th (m) 81.7 11.4 69.4 38.4. Internal Link Dist (m) 793.5 2412.2 126.9 17.9 Turn Bay Length (m) 25. 5. Base Capacity (vph) 1336 1196 1337 629 868 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.49.22.44.36. Intersection Summary Area Type: Other Cycle Length: 6 Actuated Cycle Length: 45 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.73 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15 Page 2 Page 3

8/22/216 8/22/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 673 4 1 556 1 3 1 1 4 Future Volume (Veh/h) 7 673 4 1 556 1 3 1 1 4 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 7 78 4 1 585 1 3 1 1 4 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 586 712 1316 1312 71 1312 1314 586 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 586 712 1316 1312 71 1312 1314 586 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 1 98 1 1 99 1 99 cm capacity (veh/h) 989 888 133 157 434 134 157 511 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 719 587 4 5 Volume Left 7 1 3 1 Volume Right 4 1 1 4 csh 989 888 161 327 Volume to Capacity.1..2.2 Queue Length 95th (m).2..6.4 Control Delay (s).2. 28. 16.2 Lane LOS A A D C Approach Delay (s).2. 28. 16.2 Approach LOS D C Intersection Summary Average Delay.3 Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 8 663 553 1 3 Future Volume (Veh/h) 8 663 553 1 3 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 8 698 582 1 3 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) px, platoon unblocked vc, conflicting volume 583 1296 582 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 583 1296 582 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 1 99 cm capacity (veh/h) 991 177 513 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 76 583 3 Volume Left 8 Volume Right 1 3 csh 991 17 513 Volume to Capacity.1.34.1 Queue Length 95th (m).2..1 Control Delay (s).2. 12.1 Lane LOS A B Approach Delay (s).2. 12.1 Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 Page 1 Page 1 8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 619 21 8 474 5 64 4 121 2 6 14 Future Volume (vph) 18 619 21 8 474 5 64 4 121 2 6 14 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.996.999.913.912 Flt Protected.999.999.983.996 Satd. Flow (prot) 1825 183 1646 1666 Flt Permitted.984.991.878.977 Satd. Flow (perm) 1797 1816 147 1634 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 1 127 15 Link Speed (k/h) 6 6 6 6 Link Distance (m) 815.6 1622.9 236.7 314.1 Travel Time (s) 48.9 97.4 14.2 18.8 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 19 652 22 8 499 5 67 4 127 2 6 15 Shared Lane Traffic (%) Lane Group Flow (vph) 693 512 198 23 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 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 3.5 6.1 3.5 6.1 3.5 6.1 3.5 Trailing Detector (m)........ Detector 1 Position(m)........ 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)........ Detector 1 Queue (s)........ Detector 1 Delay (s)........ 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).... Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 37. 37. 37. 37. 23. 23. 23. 23. Total Split (%) 61.7% 61.7% 61.7% 61.7% 38.3% 38.3% 38.3% 38.3% Maximum Green (s) 32.5 32.5 32.5 32.5 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).... Total Lost Time (s) 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 32.6 32.6 8.4 8.4 Actuated g/c Ratio.65.65.17.17 v/c Ratio.59.43.56.8 Control Delay 8.3 6.2 14.5 11.7 Queue Delay.... Total Delay 8.3 6.2 14.5 11.7 LOS A A B B Approach Delay 8.3 6.2 14.5 11.7 Approach LOS A A B B Queue Length 5th (m) 25.5 16.2 5.6.6 Queue Length 95th (m) 68. 42.5 19.5 4.9 Internal Link Dist (m) 791.6 1598.9 212.7 29.1 Turn Bay Length (m) Base Capacity (vph) 1172 1184 625 615 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.59.43.32.4 Intersection Summary Area Type: Other Cycle Length: 6 Actuated Cycle Length: 5 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.59 Intersection Signal Delay: 8.5 Intersection LOS: A Intersection Capacity Utilization 7.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: 8 Street & Dunbow Road Page 2

8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 684 12 13 1 18 363 19 28 388 35 268 Future Volume (vph) 684 12 13 1 18 363 19 28 388 35 268 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 5.. 6. 6. 1. 5. 6.. Storage Lanes 1 1 1 1 1 Taper Length (m) 7. 5. 5. 7. Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.922.85.85 Flt Protected.95.95.95 Satd. Flow (prot) 1742 1691 1834 1559 1742 1834 1742 1834 1559 Flt Permitted.333.999.733.592 Satd. Flow (perm) 611 1691 1832 1559 1344 1834 186 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 382 282 Link Speed (k/h) 6 6 6 6 Link Distance (m) 1622.9 1673.4 224.3 335.5 Travel Time (s) 97.4 1.4 13.5 2.1 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 72 13 14 1 189 382 2 29 48 37 282 Shared Lane Traffic (%) Lane Group Flow (vph) 72 27 19 382 2 29 48 37 282 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).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type pm+pt NA Perm NA Perm Perm NA pm+pt NA Perm Protected Phases 7 4 8 2 1 6 Permitted Phases 4 8 8 2 6 6 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 8 8 8 2 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 35.6 58.1 22.5 22.5 22.5 22.7 22.7 14.2 36.9 36.9 Total Split (%) 37.5% 61.2% 23.7% 23.7% 23.7% 23.9% 23.9% 14.9% 38.8% 38.8% Maximum Green (s) 31.1 53.6 18. 18. 18. 18.2 18.2 9.7 32.4 32.4 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None Max Max None Max Max Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 5.1 5.1 14.5 14.5 18.2 18.2 32.4 32.4 32.4 Actuated g/c Ratio.55.55.16.16.2.2.35.35.35 v/c Ratio 1..3.66.67.7.8.9.6.38 Control Delay 54.9 6.1 47.4 1.2 32.2 31.9 52.5 21.1 4.5 Queue Delay......... Total Delay 54.9 6.1 47.4 1.2 32.2 31.9 52.5 21.1 4.5 LOS D A D B C C D C A Approach Delay 53.2 22.6 32. 32.3 Approach LOS D C C C Queue Length 5th (m) ~1.5 1. 31.8. 2.9 4.3 61. 4.3. Queue Length 95th (m) #178.3 4.5 53.1 24.2 9.2 11.9 #128.1 11.2 16.3 Internal Link Dist (m) 1598.9 1649.4 2.3 311.5 Turn Bay Length (m) 5. 6. 1. 6. Base Capacity (vph) 718 996 36 613 267 364 454 649 734 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 1..3.53.62.7.8.9.6.38 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 91.6 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1. Intersection Signal Delay: 37.1 Intersection LOS: D Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Page 2 8/22/216 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: RR 285 & Dunbow Road Page 3

8/22/216 8/22/216 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 166 321 2 82 198 8 Future Volume (vph) 166 321 2 82 198 8 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 15. 2.. 1. Storage Lanes 1 1 1 1 Taper Length (m) 75. 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 1834 1559 1742 1834 1742 1559 Flt Permitted.99.95 Satd. Flow (perm) 1834 1559 182 1834 1742 1559 Right Turn on Red Yes Yes Satd. Flow (RTOR) 117 5 Link Speed (k/h) 6 6 6 Link Distance (m) 241.6 48.5 19.8 Travel Time (s) 14.5 28.8 6.6 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 1122 338 2 863 28 8 Shared Lane Traffic (%) Lane Group Flow (vph) 1122 338 2 863 28 8 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)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector (m) 3.5 6.1 6.1 3.5 6.1 6.1 Trailing Detector (m)...... Detector 1 Position(m)...... Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)...... Detector 1 Queue (s)...... Detector 1 Delay (s)...... 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).. Turn Type NA Perm Perm NA Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 2 Dunbow Rd 3/18/216 PM AA Page 1 Lane Group EBT EBR WBL WBT NBL NBR Detector Phase 4 4 8 8 2 2 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 57. 57. 57. 57. 23. 23. Total Split (%) 71.3% 71.3% 71.3% 71.3% 28.8% 28.8% Maximum Green (s) 52.5 52.5 52.5 52.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 52.6 52.6 52.6 52.6 13.8 13.8 Actuated g/c Ratio.7.7.7.7.18.18 v/c Ratio.88.3.2.68.65.3 Control Delay 2.4 4. 5. 1.7 38.7 18.1 Queue Delay...... Total Delay 2.4 4. 5. 1.7 38.7 18.1 LOS C A A B D B Approach Delay 16.6 1.7 37.9 Approach LOS B B D Queue Length 5th (m) 14.6 9.3.1 59. 27.7.4 Queue Length 95th (m) #238. 22.3.8 116.2 47.7 3.6 Internal Link Dist (m) 217.6 456.5 85.8 Turn Bay Length (m) 15. 2. 1. Base Capacity (vph) 1278 1122 127 1278 428 387 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.88.3.2.68.49.2 Intersection Summary Area Type: Other Cycle Length: 8 Actuated Cycle Length: 75.4 Natural Cycle: 8 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.88 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 76.4% 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. Page 2 8/22/216 Splits and Phases: 1: 16 Street & Dunbow Road 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 37 116 21 3 79 4 12 4 5 2 Future Volume (vph) 37 116 21 3 79 4 12 4 5 2 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4... 35..... Storage Lanes 1 1 1 Taper Length (m) 75. 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.997.85.968.85 Flt Protected.95.963.95 Satd. Flow (prot) 1742 1828 1834 1559 171 1742 1559 Flt Permitted.277.998.774.746 Satd. Flow (perm) 58 1828 183 1559 1374 1368 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 2 2 21 Link Speed (k/h) 6 6 6 6 Link Distance (m) 48.5 817.5 52.8 78. Travel Time (s) 28.8 49.1 3.2 4.7 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 39 169 22 3 832 4 13 4 5 21 Shared Lane Traffic (%) Lane Group Flow (vph) 39 191 835 4 17 5 21 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Page 3 Page 1

8/22/216 8/22/216 Splits and Phases: 2: Dunbow Road & Residential Access Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 57. 57. 57. 57. 57. 23. 23. 23. 23. 23. Total Split (%) 71.3% 71.3% 71.3% 71.3% 71.3% 28.8% 28.8% 28.8% 28.8% 28.8% Maximum Green (s) 52.5 52.5 52.5 52.5 52.5 18.5 18.5 18.5 18.5 18.5 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 4.5 4.5 4.5 4.5 6.1 6.1 6.1 Actuated g/c Ratio.72.72.72.72.11.11.11 v/c Ratio.11.82.63..1.3.11 Control Delay 2.7 11.5 6.2.2 14.1 27.8 15.1 Queue Delay....... Total Delay 2.7 11.5 6.2.2 14.1 27.8 15.1 LOS A B A A B C B Approach Delay 11.2 6.1 14.1 17.5 Approach LOS B A B B Queue Length 5th (m).8 49.5 28.3...5. Queue Length 95th (m) 2.7 16.2 54.1.2 4.7 3.5 5.7 Internal Link Dist (m) 456.5 793.5 28.8 54. Turn Bay Length (m) 4. 35. Base Capacity (vph) 455 1637 1638 1398 485 47 549 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.9.67.51..4.1.4 Intersection Summary Area Type: Other Cycle Length: 8 Actuated Cycle Length: 56 Natural Cycle: 8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.82 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 Page 2 Page 3 8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 7 314 623 169 1 Future Volume (vph) 1 7 314 623 169 1 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m). 25.. 3.. 3.. 5. Storage Lanes 1 1 1 1 Taper Length (m) 2.5 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95 Satd. Flow (prot) 1834 1559 1834 1834 1742 1834 1834 1559 Flt Permitted.999.757 Satd. Flow (perm) 1832 1559 1834 1834 1388 1834 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 252 224 Link Speed (k/h) 6 6 6 6 Link Distance (m) 817.5 2436.2 15.9 131.9 Travel Time (s) 49.1 146.2 9.1 7.9 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 1 737 331 656 178 1 Shared Lane Traffic (%) Lane Group Flow (vph) 738 331 656 178 1 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).... Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 Trailing Detector (m)............ Detector 1 Position(m)............ Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)............ Detector 1 Queue (s)............ Detector 1 Delay (s)............ 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).... Turn Type Perm NA Perm NA Perm Perm NA Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 37. 37. 37. 37. 37. 37. 23. 23. 23. 23. 23. 23. Total Split (%) 61.7% 61.7% 61.7% 61.7% 61.7% 61.7% 38.3% 38.3% 38.3% 38.3% 38.3% 38.3% Maximum Green (s) 32.5 32.5 32.5 32.5 32.5 32.5 18.5 18.5 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)........ Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None None Min Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 24.2 24.2 24.2 11.6 11.6 Actuated g/c Ratio.53.53.53.25.25 v/c Ratio.76.35.67.5. Control Delay 14.8 3. 12.2 21.8. Queue Delay..... Total Delay 14.8 3. 12.2 21.8. LOS B A B C A Approach Delay 11.2 12.2 21.8 Approach LOS B B C Queue Length 5th (m) 37.9 2.6 31.4 12.3. Queue Length 95th (m) 93.3 13.7 76.1 3.5. Internal Link Dist (m) 793.5 2412.2 126.9 17.9 Turn Bay Length (m) 25. 5. Base Capacity (vph) 1355 1218 1356 67 88 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.54.27.48.29. Intersection Summary Area Type: Other Cycle Length: 6 Actuated Cycle Length: 45.5 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.76 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15 Page 2

8/22/216 Splits and Phases: 3: 32 Street & Dunbow Road 8/22/216 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 713 5 1 632 2 3 1 1 4 Future Volume (Veh/h) 8 713 5 1 632 2 3 1 1 4 Sign Control Free Free Stop Stop Grade % % % % Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Hourly flow rate (vph) 8 751 5 1 665 2 3 1 1 4 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 667 756 1442 1438 754 1438 144 666 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 667 756 1442 1438 754 1438 144 666 tc, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4. 3.3 3.5 4. 3.3 p queue free % 99 1 97 1 1 99 1 99 cm capacity (veh/h) 923 855 18 132 49 11 131 459 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 764 668 4 5 Volume Left 8 1 3 1 Volume Right 5 2 1 4 csh 923 855 133 281 Volume to Capacity.1..3.2 Queue Length 95th (m).2..7.4 Control Delay (s).2. 32.9 18.1 Lane LOS A A D C Approach Delay (s).2. 32.9 18.1 Approach LOS D C Intersection Summary Average Delay.3 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 Page 3 Page 1 8/22/216 8/22/216 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 1 7 629 4 Future Volume (Veh/h) 1 7 629 4 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 11 737 662 4 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 662 1421 662 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 662 1421 662 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 1 99 cm capacity (veh/h) 927 148 462 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 748 662 4 Volume Left 11 Volume Right 4 csh 927 17 462 Volume to Capacity.1.39.1 Queue Length 95th (m).3..2 Control Delay (s).3. 12.9 Lane LOS A B Approach Delay (s).3. 12.9 Approach LOS B Intersection Summary Average Delay.2 Intersection Capacity Utilization 56.% ICU Level of Service B Analysis Period (min) 15 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 659 22 195 546 2 7 16 264 2 13 11 Future Volume (vph) 15 659 22 195 546 2 7 16 264 2 13 11 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.996.898.942 Flt Protected.999.987.99.996 Satd. Flow (prot) 1825 181 163 1721 Flt Permitted.981.674.924.962 Satd. Flow (perm) 1792 1236 1522 1662 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 156 12 Link Speed (k/h) 6 6 6 6 Link Distance (m) 815.6 1622.9 236.7 314.1 Travel Time (s) 48.9 97.4 14.2 18.8 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 16 694 23 25 575 2 74 17 278 2 14 12 Shared Lane Traffic (%) Lane Group Flow (vph) 733 782 369 28 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 7.4 7.4.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 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 3.5 6.1 3.5 6.1 3.5 6.1 3.5 Trailing Detector (m)........ Detector 1 Position(m)........ 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)........ Detector 1 Queue (s)........ Detector 1 Delay (s)........ 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).... Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. Page 1

8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 66. 66. 66. 66. 24. 24. 24. 24. Total Split (%) 73.3% 73.3% 73.3% 73.3% 26.7% 26.7% 26.7% 26.7% Maximum Green (s) 61.5 61.5 61.5 61.5 19.5 19.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).... Total Lost Time (s) 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 61.6 61.6 16.7 16.7 Actuated g/c Ratio.71.71.19.19 v/c Ratio.58.9.89.9 Control Delay 9.2 27.4 43.9 2.5 Queue Delay.... Total Delay 9.2 27.4 43.9 2.5 LOS A C D C Approach Delay 9.2 27.4 43.9 2.5 Approach LOS A C D C Queue Length 5th (m) 58.7 11.3 35.7 2.2 Queue Length 95th (m) 88.2 #197.5 #81.2 8.9 Internal Link Dist (m) 791.6 1598.9 212.7 29.1 Turn Bay Length (m) Base Capacity (vph) 1265 872 461 381 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.58.9.8.7 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 87.3 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.9 Intersection Signal Delay: 23.5 Intersection LOS: C Intersection Capacity Utilization 118.% ICU Level of Service H Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: 8 Street & Dunbow Road Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 868 8 11 2 18 611 9 132 1 268 73 694 Future Volume (vph) 868 8 11 2 18 611 9 132 1 268 73 694 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 5.. 6. 6. 1. 5. 6.. Storage Lanes 2 1 1 1 1 1 Taper Length (m) 7. 5. 5. 7. Lane Util. Factor.97 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.91.85.999.85 Flt Protected.95.95.95.95 Satd. Flow (prot) 338 1669 1742 1834 1559 1742 1832 1742 1834 1559 Flt Permitted.95.744.77.641 Satd. Flow (perm) 338 1669 1364 1834 1559 1297 1832 1176 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 293 731 Link Speed (k/h) 6 6 6 6 Link Distance (m) 1622.9 1673.4 224.3 335.5 Travel Time (s) 97.4 1.4 13.5 2.1 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 914 8 12 2 19 643 9 139 1 282 77 731 Shared Lane Traffic (%) Lane Group Flow (vph) 914 2 2 19 643 9 14 282 77 731 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 7.4 7.4 3.7 3.7 Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Prot NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 8 2 6 6 Page 1 8/22/216 8/22/216 Splits and Phases: 7: RR 285 & Dunbow Road Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 3. 6.3 3.3 3.3 3.3 29.7 29.7 29.7 29.7 29.7 Total Split (%) 33.3% 67.% 33.7% 33.7% 33.7% 33.% 33.% 33.% 33.% 33.% Maximum Green (s) 25.5 55.8 25.8 25.8 25.8 25.2 25.2 25.2 25.2 25.2 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 25.5 55.8 25.8 25.8 25.8 23.9 23.9 23.9 23.9 23.9 Actuated g/c Ratio.29.63.29.29.29.27.27.27.27.27 v/c Ratio.94.2.1.4.97.3.28.89.16.77 Control Delay 5. 4.3 23. 23.5 48.1 23.9 27.3 62.4 25.5 8.4 Queue Delay.......... Total Delay 5. 4.3 23. 23.5 48.1 23.9 27.3 62.4 25.5 8.4 LOS D A C C D C C E C A Approach Delay 49. 47.3 27.1 23.6 Approach LOS D D C C Queue Length 5th (m) 79.8.5.3 2.4 66.9 1.1 18.8 46.1 1.. Queue Length 95th (m) #117.4 3. 1.9 7.4 #138.9 4.6 33.8 #89.5 2.5 31.8 Internal Link Dist (m) 1598.9 1649.4 2.3 311.5 Turn Bay Length (m) 5. 6. 6. 1. 6. Base Capacity (vph) 972 155 397 533 661 368 52 334 521 966 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.94.2.1.4.97.2.27.84.15.76 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 88.7 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.97 Intersection Signal Delay: 37.7 Intersection LOS: D Intersection Capacity Utilization 82.7% 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. Page 2 Page 3

8/22/216 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1253 573 1 998 277 9 Future Volume (vph) 1253 573 1 998 277 9 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 15. 2.. 1. Storage Lanes 1 1 1 1 Taper Length (m) 75. 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 1834 1559 1742 1834 1742 1559 Flt Permitted.55.95 Satd. Flow (perm) 1834 1559 11 1834 1742 1559 Right Turn on Red Yes Yes Satd. Flow (RTOR) 178 3 Link Speed (k/h) 6 6 6 Link Distance (m) 241.6 48.5 19.8 Travel Time (s) 14.5 28.8 6.6 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 1319 63 1 151 292 9 Shared Lane Traffic (%) Lane Group Flow (vph) 1319 63 1 151 292 9 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)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 1 2 1 1 Detector Template Thru Right Left Thru Left Right Leading Detector (m) 3.5 6.1 6.1 3.5 6.1 6.1 Trailing Detector (m)...... Detector 1 Position(m)...... Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)...... Detector 1 Queue (s)...... Detector 1 Delay (s)...... 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).. Turn Type NA Perm Perm NA Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 2 Dunbow Rd 3/18/216 PM AA Page 1 8/22/216 8/22/216 Splits and Phases: 1: 16 Street & Dunbow Road Lane Group EBT EBR WBL WBT NBL NBR Detector Phase 4 4 8 8 2 2 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 77. 77. 77. 77. 23. 23. Total Split (%) 77.% 77.% 77.% 77.% 23.% 23.% Maximum Green (s) 72.5 72.5 72.5 72.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 72.5 72.5 72.5 72.5 18.2 18.2 Actuated g/c Ratio.73.73.73.73.18.18 v/c Ratio.99.51.1.79.92.3 Control Delay 37.1 5.6 4. 14.3 75. 28.8 Queue Delay...... Total Delay 37.1 5.6 4. 14.3 75. 28.8 LOS D A A B E C Approach Delay 27.3 14.3 73.6 Approach LOS C B E Queue Length 5th (m) 213.5 27.9.1 111.9 56. 1. Queue Length 95th (m) #342.4 47.4.5 171.6 #13. 5.2 Internal Link Dist (m) 217.6 456.5 85.8 Turn Bay Length (m) 15. 2. 1. Base Capacity (vph) 1333 1182 73 1333 323 291 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.99.51.1.79.9.3 Intersection Summary Area Type: Other Cycle Length: 1 Actuated Cycle Length: 99.7 Natural Cycle: 9 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.99 Intersection Signal Delay: 27.4 Intersection LOS: C Intersection Capacity Utilization 91.% 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. Page 2 Page 3

8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 52 118 29 4 951 5 18 4 4 3 Future Volume (vph) 52 118 29 4 951 5 18 4 4 3 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4... 35..... Storage Lanes 1 1 1 Taper Length (m) 75. 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.996.85.977.85 Flt Protected.95.96.95 Satd. Flow (prot) 1742 1827 1834 1559 172 1742 1559 Flt Permitted.229.996.761.742 Satd. Flow (perm) 42 1827 1827 1559 1363 1361 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 18 18 32 Link Speed (k/h) 6 6 6 6 Link Distance (m) 48.5 817.5 52.8 78. Travel Time (s) 28.8 49.1 3.2 4.7 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 55 1242 31 4 11 5 19 4 4 32 Shared Lane Traffic (%) Lane Group Flow (vph) 55 1273 15 5 23 4 32 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 67. 67. 67. 67. 67. 23. 23. 23. 23. 23. Total Split (%) 74.4% 74.4% 74.4% 74.4% 74.4% 25.6% 25.6% 25.6% 25.6% 25.6% Maximum Green (s) 62.5 62.5 62.5 62.5 62.5 18.5 18.5 18.5 18.5 18.5 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)....... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 62.5 62.5 62.5 62.5 6.2 6.2 6.2 Actuated g/c Ratio.8.8.8.8.8.8.8 v/c Ratio.16.87.68..18.4.21 Control Delay 3.1 13.7 6.4.2 21.5 33.5 16.1 Queue Delay....... Total Delay 3.1 13.7 6.4.2 21.5 33.5 16.1 LOS A B A A C C B Approach Delay 13.3 6.4 21.5 18. Approach LOS B A C B Queue Length 5th (m) 1.2 76.9 41.3..7.6. Queue Length 95th (m) 4. #248.5 83.7.3 7.2 3.3 7.7 Internal Link Dist (m) 456.5 793.5 28.8 54. Turn Bay Length (m) 4. 35. Base Capacity (vph) 337 147 1469 1257 338 323 395 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.16.87.68..7.1.8 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 77.7 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.87 Intersection Signal Delay: 1.5 Intersection LOS: B Intersection Capacity Utilization 85.2% 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. Page 2 8/22/216 Splits and Phases: 2: Dunbow Road & Residential Access 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 198 73 149 628 324 1 Future Volume (vph) 2 198 73 149 628 324 1 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 25. 25. 3. 3. 2. 5.. 5. Storage Lanes 1 1 1 1 2 1 1 Taper Length (m) 6. 65. 2. 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1..97 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95.95 Satd. Flow (prot) 1742 1834 1559 1742 1834 1834 338 1834 1834 1559 Flt Permitted.414.44.416 Satd. Flow (perm) 759 1834 1559 81 1834 1834 148 1834 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 76 279 Link Speed (k/h) 6 6 6 6 Link Distance (m) 817.5 2436.2 15.9 131.9 Travel Time (s) 49.1 146.2 9.1 7.9 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 2 1156 77 157 661 341 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 1156 77 157 661 341 1 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).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 3.5 Trailing Detector (m).......... Detector 1 Position(m).......... 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).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Perm NA Perm pm+pt NA Perm pm+pt Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 4 8 8 2 6 Page 3 Page 1

8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 3 8 8 5 2 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 22.5 Total Split (s) 9. 9. 9. 17. 17. 17. 2. 43. 23. 23. Total Split (%) 6.% 6.% 6.% 11.3% 71.3% 71.3% 13.3% 28.7% 15.3% 15.3% Maximum Green (s) 85.5 85.5 85.5 12.5 12.5 12.5 15.5 38.5 18.5 18.5 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max None None Max Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 85.5 85.5 85.5 12.5 12.5 25.5 5.5 Actuated g/c Ratio.62.62.62.75.75.19.4 v/c Ratio. 1.1.8.74.48.7. Control Delay 1. 55.3 2.4 53.3 8.2 58.8. Queue Delay....... Total Delay 1. 55.3 2.4 53.3 8.2 58.8. LOS A E A D A E A Approach Delay 51.9 16.8 58.8 Approach LOS D B E Queue Length 5th (m).2 ~38.9.1 26.3 62.3 43.5. Queue Length 95th (m) 1.3 #48.2 6. #58.4 83.7 59.1. Internal Link Dist (m) 793.5 2412.2 126.9 17.9 Turn Bay Length (m) 25. 25. 3. 2. Base Capacity (vph) 473 1144 11 212 1372 49 451 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio. 1.1.8.74.48.7. Intersection Summary Area Type: Other Cycle Length: 15 Actuated Cycle Length: 137 Natural Cycle: 13 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.1 Intersection Signal Delay: 4.9 Intersection LOS: D Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Page 2 8/22/216 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: 32 Street & Dunbow Road Page 3 8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 134 6 3 84 3 5 8 Future Volume (vph) 1 134 6 3 84 3 5 8 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4........ Storage Lanes 1 Taper Length (m) 3. 2.5 2.5 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.999.865 Flt Protected.95.95 Satd. Flow (prot) 1742 1832 1834 1742 1586 Flt Permitted.359.998.752 Satd. Flow (perm) 658 1832 183 1379 1586 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 222 Link Speed (k/h) 6 6 6 6 Link Distance (m) 2436.2 1633.1 232.2 256.7 Travel Time (s) 146.2 98. 13.9 15.4 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 11 188 6 3 846 3 5 8 Shared Lane Traffic (%) Lane Group Flow (vph) 11 194 852 5 8 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 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 3.5 6.1 3.5 6.1 3.5 6.1 3.5 Trailing Detector (m)........ Detector 1 Position(m)........ 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)........ Detector 1 Queue (s)........ Detector 1 Delay (s)........ 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).... Turn Type Perm NA Perm NA Perm NA NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 67. 67. 67. 67. 23. 23. 23. 23. Total Split (%) 74.4% 74.4% 74.4% 74.4% 25.6% 25.6% 25.6% 25.6% Maximum Green (s) 62.5 62.5 62.5 62.5 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)..... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 62.5 62.5 62.5 5.9 5.9 Actuated g/c Ratio.81.81.81.8.8 v/c Ratio.2.74.58.5.2 Control Delay 1.7 7.5 4.6 34.2.1 Queue Delay..... Total Delay 1.7 7.5 4.6 34.2.1 LOS A A A C A Approach Delay 7.4 4.6 34.2.1 Approach LOS A A C A Queue Length 5th (m).2 5.2 29.4.7. Queue Length 95th (m).9 96.3 52. 3.8. Internal Link Dist (m) 2412.2 169.1 28.2 232.7 Turn Bay Length (m) 4. Base Capacity (vph) 531 1479 1477 329 547 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.2.74.58.2.1 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 77.4 Natural Cycle: 8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.74 Intersection Signal Delay: 6.2 Intersection LOS: A Intersection Capacity Utilization 68.% ICU Level of Service C Analysis Period (min) 15 Page 2

8/22/216 Splits and Phases: 4: 56 Street & Dunbow Road 8/22/216 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 7 121 8 1 8 Future Volume (Veh/h) 7 121 8 1 8 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 7 175 842 1 8 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 842 1932 842 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 842 1932 842 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 1 98 cm capacity (veh/h) 794 72 364 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 7 175 843 8 Volume Left 7 Volume Right 1 8 csh 794 17 17 364 Volume to Capacity.1.63.5.2 Queue Length 95th (m).2...5 Control Delay (s) 9.6.. 15.1 Lane LOS A C Approach Delay (s).1. 15.1 Approach LOS C Intersection Summary Average Delay.1 Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 Page 3 Page 1 8/22/216 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 988 13 17 743 13 41 24 226 9 8 17 Future Volume (vph) 15 988 13 17 743 13 41 24 226 9 8 17 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4.. 4. 4. 4.... Storage Lanes 1 1 1 1 Taper Length (m) 3. 3. 3. 2.5 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.998.85.864.931 Flt Protected.95.95.95.987 Satd. Flow (prot) 1742 183 1742 1834 1559 1742 1584 1685 Flt Permitted.37.73.734.43 Satd. Flow (perm) 679 183 134 1834 1559 1346 1584 688 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 18 216 18 Link Speed (k/h) 6 6 6 6 Link Distance (m) 815.6 1622.9 236.7 314.1 Travel Time (s) 48.9 97.4 14.2 18.8 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 16 14 14 179 782 14 43 25 238 9 8 18 Shared Lane Traffic (%) Lane Group Flow (vph) 16 154 179 782 14 43 263 35 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 7.4 7.4 3.7 3.7 Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 Trailing Detector (m)......... Detector 1 Position(m)......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s)......... Detector 1 Queue (s)......... Detector 1 Delay (s)......... 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).... Turn Type Perm NA pm+pt NA Perm Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 8 2 6 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 3 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 55. 55. 11.6 66.6 66.6 23.4 23.4 23.4 23.4 Total Split (%) 61.1% 61.1% 12.9% 74.% 74.% 26.% 26.% 26.% 26.% Maximum Green (s) 5.5 5.5 7.1 62.1 62.1 18.9 18.9 18.9 18.9 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)........ Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max None Max Max Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 5.6 5.6 62.2 62.2 62.2 9.4 9.4 9.4 Actuated g/c Ratio.63.63.77.77.77.12.12.12 v/c Ratio.4.92.73.55.1.27.7.36 Control Delay 7.4 29. 33.4 6.1 1.5 36.2 18.8 31.1 Queue Delay........ Total Delay 7.4 29. 33.4 6.1 1.5 36.2 18.8 31.1 LOS A C C A A D B C Approach Delay 28.7 11.1 21.3 31.1 Approach LOS C B C C Queue Length 5th (m).8 119.1 1.5 32.1. 6.1 6.7 2.4 Queue Length 95th (m) 3.7 #258.8 #46.9 84.8 1.3 15. 28.3 1.6 Internal Link Dist (m) 791.6 1598.9 212.7 29.1 Turn Bay Length (m) 4. 4. 4. 4. Base Capacity (vph) 425 1148 245 1414 126 316 537 175 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.4.92.73.55.1.14.49.2 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 8.7 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.92 Intersection Signal Delay: 2.6 Intersection LOS: C Intersection Capacity Utilization 9.8% 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. Page 2

8/22/216 Splits and Phases: 6: 8 Street & Dunbow Road 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 573 65 14 8 56 591 15 118 12 352 19 377 Future Volume (vph) 573 65 14 8 56 591 15 118 12 352 19 377 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 5.. 6. 6. 1. 5. 6.. Storage Lanes 2 1 1 1 1 1 Taper Length (m) 7. 5. 5. 7. Lane Util. Factor.97 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.997.85.924.85 Flt Protected.95.95.95.95 Satd. Flow (prot) 338 1828 1742 1834 1559 1742 1695 1742 1834 1559 Flt Permitted.95.411.683.524 Satd. Flow (perm) 338 1828 754 1834 1559 1253 1695 961 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 55 6 397 Link Speed (k/h) 6 6 6 6 Link Distance (m) 1622.9 875.3 224.3 335.5 Travel Time (s) 97.4 52.5 13.5 2.1 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 63 637 15 8 533 622 16 124 126 371 115 397 Shared Lane Traffic (%) Lane Group Flow (vph) 63 652 8 533 622 16 25 371 115 397 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 7.4 7.4 3.7 3.7 Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Prot NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 7 4 8 2 6 Permitted Phases 8 8 2 6 6 Page 3 Page 1 8/22/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.6 56. 33.4 33.4 33.4 44. 44. 44. 44. 44. Total Split (%) 22.6% 56.% 33.4% 33.4% 33.4% 44.% 44.% 44.% 44.% 44.% Maximum Green (s) 18.1 51.5 28.9 28.9 28.9 39.5 39.5 39.5 39.5 39.5 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 18.1 51.5 28.9 28.9 28.9 39.5 39.5 39.5 39.5 39.5 Actuated g/c Ratio.18.52.29.29.29.4.4.4.4.4 v/c Ratio.99.69.4 1.1.77.3.35.98.16.46 Control Delay 75.2 23. 26.4 77.3 13.9 18.9 17.6 73.2 2.3 4. Queue Delay.......... Total Delay 75.2 23. 26.4 77.3 13.9 18.9 17.6 73.2 2.3 4. LOS E C C E B B B E C A Approach Delay 48.1 43. 17.7 35.2 Approach LOS D D B D Queue Length 5th (m) 6.6 9.7 1.1 ~14.2 17.4 1.9 24.8 69.6 14.1. Queue Length 95th (m) #95.1 131.3 4.6 #17.3 63.3 6. 43.8 #127.8 25.7 17.4 Internal Link Dist (m) 1598.9 851.3 2.3 311.5 Turn Bay Length (m) 5. 6. 6. 1. 6. Base Capacity (vph) 611 942 217 53 89 494 75 379 724 855 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.99.69.4 1.1.77.3.35.98.16.46 Intersection Summary Area Type: Other Cycle Length: 1 Actuated Cycle Length: 1 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.1 Intersection Signal Delay: 41. Intersection LOS: D Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Page 2 8/22/216 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: RR 285 & Dunbow Road Page 3

8/22/216 8/22/216 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 692 385 727 59 353 378 Future Volume (vph) 692 385 727 59 353 378 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 4.. 4.. Storage Lanes 2 1 1 1 Taper Length (m) 3. 3. Lane Util. Factor.97 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 338 1834 1834 1559 1742 1559 Flt Permitted.95.95 Satd. Flow (perm) 338 1834 1834 1559 1742 1559 Right Turn on Red Yes Yes Satd. Flow (RTOR) 562 398 Link Speed (k/h) 6 6 6 Link Distance (m) 875.3 798.1 148.3 Travel Time (s) 52.5 47.9 8.9 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 728 45 765 621 372 398 Shared Lane Traffic (%) Lane Group Flow (vph) 728 45 765 621 372 398 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 7.4 7.4 3.7 Link Offset(m)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (m) 6.1 3.5 3.5 6.1 6.1 6.1 Trailing Detector (m)...... Detector 1 Position(m)...... Detector 1 Size(m) 6.1 1.8 1.8 6.1 6.1 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)...... Detector 1 Queue (s)...... Detector 1 Delay (s)...... 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).. Turn Type Prot NA NA Perm Prot Perm Protected Phases 7 4 8 6 Permitted Phases 8 6 Page 1 Lane Group EBL EBT WBT WBR SBL SBR Detector Phase 7 4 8 8 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 24. 65.2 41.2 41.2 24.8 24.8 Total Split (%) 26.7% 72.4% 45.8% 45.8% 27.6% 27.6% Maximum Green (s) 19.5 6.7 36.7 36.7 2.3 2.3 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. Recall Mode None None None None Max Max Walk Time (s) 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 19.5 6.7 36.7 36.7 2.3 2.3 Actuated g/c Ratio.22.67.41.41.23.23 v/c Ratio.99.33 1.2.64.95.6 Control Delay 68.6 7. 67.4 6.2 7.6 7.6 Queue Delay...... Total Delay 68.6 7. 67.4 6.2 7.6 7.6 LOS E A E A E A Approach Delay 46.6 4. 38. Approach LOS D D D Queue Length 5th (m) 65.1 25.6 ~136.3 6.1 63.7. Queue Length 95th (m) #11.4 38.9 #28.6 32.3 #116.1 22.7 Internal Link Dist (m) 851.3 774.1 124.3 Turn Bay Length (m) 4. 4. Base Capacity (vph) 732 1236 747 968 392 659 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.99.33 1.2.64.95.6 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 9 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.2 Intersection Signal Delay: 41.8 Intersection LOS: D Intersection Capacity Utilization 9.9% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Page 2 8/22/216 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Dunbow Road Page 3

5/4/216 5/4/216 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 324 6 15 214 99 Future Volume (vph) 324 6 15 214 99 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 15. 2.. 1. Storage Lanes 1 1 2 Taper Length (m) 75. 2.5 Lane Util. Factor.95 1. 1..95.97.95 Frt.85 Flt Protected.95.95 Satd. Flow (prot) 3484 1559 1742 3484 338 Flt Permitted.31.95 Satd. Flow (perm) 3484 1559 57 3484 338 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 Link Speed (k/h) 6 6 6 Link Distance (m) 595.3 48.5 19.8 Travel Time (s) 35.7 28.8 6.6 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 3183 63 16 2253 14 Shared Lane Traffic (%) Lane Group Flow (vph) 3183 63 16 2253 14 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 7.4 Link Offset(m)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 1 2 1 Detector Template Thru Right Left Thru Left Leading Detector (m) 3.5 6.1 6.1 3.5 6.1 Trailing Detector (m)..... Detector 1 Position(m)..... Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)..... Detector 1 Queue (s)..... Detector 1 Delay (s)..... 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).. Turn Type NA Perm Perm NA Prot Protected Phases 4 8 2 Permitted Phases 4 8 Dunbow Rd 3/18/216 AA Page 1 Lane Group EBT EBR WBL WBT NBL NBR Detector Phase 4 4 8 8 2 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 Total Split (s) 127. 127. 127. 127. 23. Total Split (%) 84.7% 84.7% 84.7% 84.7% 15.3% Maximum Green (s) 122.5 122.5 122.5 122.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. Lost Time Adjust (s)..... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. Recall Mode Max Max Max Max C-Min Walk Time (s) 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 131. 131. 131. 131. 1. Actuated g/c Ratio.87.87.87.87.7 v/c Ratio 1.5.5.33.74.46 Control Delay 41.5 1.2 2.4 5.4 73.7 Queue Delay..... Total Delay 41.5 1.2 2.4 5.4 73.7 LOS D A C A E Approach Delay 4.7 5.5 73.7 Approach LOS D A E Queue Length 5th (m) ~539.3 1.4.6 92.5 15.6 Queue Length 95th (m) #579.3 3.5 5.9 13.8 25.1 Internal Link Dist (m) 571.3 456.5 85.8 Turn Bay Length (m) 15. 2. Base Capacity (vph) 343 1363 49 343 416 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 1.5.5.33.74.25 Intersection Summary Area Type: Other Cycle Length: 15 Actuated Cycle Length: 15 Offset: (%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 15 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.5 Intersection Signal Delay: 27.1 Intersection LOS: C Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Dunbow Rd 3/18/216 AA Page 2 5/4/216 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: 16 Street & Dunbow Road Dunbow Rd 3/18/216 AA Page 3 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 2959 26 8 21 17 21 34 Future Volume (vph) 4 2959 26 8 21 17 21 34 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4. 4. 5. 35..... Storage Lanes 1 1 1 1 1 Taper Length (m) 75. 65. 2.5 2.5 Lane Util. Factor 1..95 1. 1..95 1. 1. 1. 1. 1. 1. 1. Frt.85.85.85 Flt Protected.95.95.95 Satd. Flow (prot) 1742 3484 1559 1742 3484 1559 1742 1834 1559 Flt Permitted.65.33.757 Satd. Flow (perm) 119 3484 1559 61 3484 1559 1388 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 11 28 Link Speed (k/h) 6 6 6 6 Link Distance (m) 48.5 817.5 52.8 78. Travel Time (s) 28.8 49.1 3.2 4.7 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 42 3115 27 8 2211 18 22 36 Shared Lane Traffic (%) Lane Group Flow (vph) 42 3115 27 8 2211 18 22 36 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m)........... Detector 1 Position(m)........... 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)........... Detector 1 Queue (s)........... Detector 1 Delay (s)........... 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).... Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 6 Dunbow Rd 3/18/216 AA Page 4

5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 127. 127. 127. 127. 127. 127. 23. 23. 23. 23. 23. Total Split (%) 84.7% 84.7% 84.7% 84.7% 84.7% 84.7% 15.3% 15.3% 15.3% 15.3% 15.3% Maximum Green (s) 122.5 122.5 122.5 122.5 122.5 122.5 18.5 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 122.5 122.5 122.5 122.5 122.5 122.5 7.8 7.8 Actuated g/c Ratio.88.88.88.88.88.88.6.6 v/c Ratio.4 1.2.2.15.72.1.29.32 Control Delay 14.2 3.2.8 7.8 4.6.8 72.3 34.3 Queue Delay........ Total Delay 14.2 3.2.8 7.8 4.6.8 72.3 34.3 LOS B C A A A A E C Approach Delay 29.8 4.5 72.3 34.3 Approach LOS C A E C Queue Length 5th (m) 1.5 ~474.7.3.2 71.6.2 5.9 2.1 Queue Length 95th (m) 8.9 #527.2 1.5 1.5 17.7 1.1 15.2 13.4 Internal Link Dist (m) 456.5 793.5 28.8 54. Turn Bay Length (m) 4. 4. 5. 35. Base Capacity (vph) 14 364 1372 53 364 1372 184 231 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.4 1.2.2.15.72.1.12.16 Intersection Summary Area Type: Other Cycle Length: 15 Actuated Cycle Length: 139.3 Natural Cycle: 15 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.2 Intersection Signal Delay: 19.7 Intersection LOS: B Intersection Capacity Utilization 95.7% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Dunbow Rd 3/18/216 AA Page 5 5/4/216 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Dunbow Road & Residential Access Dunbow Rd 3/18/216 AA Page 6 5/4/216 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 2699 243 1 1735 382 1 1 Future Volume (vph) 2 2699 243 1 1735 382 1 1 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 5. 5. 5. 5. 2. 5.. 5. Storage Lanes 1 1 1 1 2 1 Taper Length (m) 6. 65. 2. 5. Lane Util. Factor 1..95 1. 1..95 1..97 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95.95 Satd. Flow (prot) 1742 3484 1559 1742 3484 1834 338 1834 1834 1559 Flt Permitted.97.36.612 Satd. Flow (perm) 178 3484 1559 66 3484 1834 2177 1834 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 44 Link Speed (k/h) 6 6 6 6 Link Distance (m) 817.5 2436.2 15.9 131.9 Travel Time (s) 49.1 146.2 9.1 7.9 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 2 2841 256 1 1826 42 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 2841 256 1 1826 42 1 1 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).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m)........... Detector 1 Position(m)........... 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)........... Detector 1 Queue (s)........... Detector 1 Delay (s)........... 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).... Turn Type Perm NA Perm Perm NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 6 Dunbow Rd 3/18/216 AA Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 Total Split (s) 116. 116. 116. 116. 116. 116. 1.8 24.5 9.5 23.2 23.2 Total Split (%) 77.3% 77.3% 77.3% 77.3% 77.3% 77.3% 7.2% 16.3% 6.3% 15.5% 15.5% Maximum Green (s) 111.5 111.5 111.5 111.5 111.5 111.5 6.3 2. 5. 18.7 18.7 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 111.5 111.5 111.5 111.5 111.5 13.1 6.8 5.5 Actuated g/c Ratio.82.82.82.82.82.1.5.4 v/c Ratio.1 1..2.2.64 1.53.1.1 Control Delay 2.5 3.1 1.7 3. 6.2 295.1 62.. Queue Delay........ Total Delay 2.5 3.1 1.7 3. 6.2 295.1 62.. LOS A C A A A F E A Approach Delay 27.8 6.2 294.5 Approach LOS C A F Queue Length 5th (m).1 ~332.1 6..1 82.4 ~62.3.3. Queue Length 95th (m).6 #455.2 11..4 97.2 #94.5 2.1. Internal Link Dist (m) 793.5 2412.2 126.9 17.9 Turn Bay Length (m) 5. 5. 5. 2. 5. Base Capacity (vph) 145 2839 1293 53 2839 263 268 251 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.1 1..2.2.64 1.53.. Intersection Summary Area Type: Other Cycle Length: 15 Actuated Cycle Length: 136.8 Natural Cycle: 15 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.53 Intersection Signal Delay: 4.5 Intersection LOS: D Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Dunbow Rd 3/18/216 AA Page 8

5/4/216 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: 32 Street & Dunbow Road Dunbow Rd 3/18/216 AA Page 9 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 2642 7 1 1741 4 4 1 1 7 Future Volume (vph) 1 2642 7 1 1741 4 4 1 1 7 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4.. 4...... Storage Lanes 1 1 Taper Length (m) 3. 3. 2.5 2.5 Lane Util. Factor 1..95.95 1..95.95 1. 1. 1. 1. 1. 1. Frt.973.882 Flt Protected.95.95.962.994 Satd. Flow (prot) 1742 3484 1742 3484 1717 168 Flt Permitted.18.39.764.96 Satd. Flow (perm) 198 3484 72 3484 1363 1553 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 1 13 13 Link Speed (k/h) 6 6 6 6 Link Distance (m) 2436.2 1633.1 232.2 256.7 Travel Time (s) 146.2 98. 13.9 15.4 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 11 2781 7 1 1833 4 4 1 1 7 Shared Lane Traffic (%) Lane Group Flow (vph) 11 2788 1 1837 5 8 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 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 3.5 6.1 3.5 6.1 3.5 6.1 3.5 Trailing Detector (m)........ Detector 1 Position(m)........ 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)........ Detector 1 Queue (s)........ Detector 1 Delay (s)........ 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).... Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Dunbow Rd 3/18/216 AA Page 1 5/4/216 5/4/216 Splits and Phases: 4: 56 Street & Dunbow Road Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 16. 16. 16. 16. 24. 24. 24. 24. Total Split (%) 81.5% 81.5% 81.5% 81.5% 18.5% 18.5% 18.5% 18.5% Maximum Green (s) 11.5 11.5 11.5 11.5 19.5 19.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 11.5 11.5 11.5 11.5 5.7 5.7 Actuated g/c Ratio.87.87.87.87.5.5 v/c Ratio.6.92.2.6.6.9 Control Delay 1.9 11.3 2. 3. 12.6 2.2 Queue Delay...... Total Delay 1.9 11.3 2. 3. 12.6 2.2 LOS A B A A B C Approach Delay 11.3 3. 12.6 2.3 Approach LOS B A B C Queue Length 5th (m).2 133.. 36.8.. Queue Length 95th (m).9 21.5.2 5.2 2.2 4. Internal Link Dist (m) 2412.2 169.1 28.2 232.7 Turn Bay Length (m) 4. 4. Base Capacity (vph) 172 342 63 342 239 271 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.6.92.2.6.2.3 Intersection Summary Area Type: Other Cycle Length: 13 Actuated Cycle Length: 116.2 Natural Cycle: 13 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.92 Intersection Signal Delay: 8. Intersection LOS: A Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 11 Dunbow Rd 3/18/216 AA Page 12

5/4/216 5/4/216 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 18 262 1736 2 7 Future Volume (Veh/h) 18 262 1736 2 7 Sign Control Free Free Stop Grade % % % Peak Hour Factor.95.95.95.95.95.95 Hourly flow rate (vph) 19 2758 1827 2 7 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 1827 3245 914 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1827 3245 914 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 94 1 97 cm capacity (veh/h) 331 7 275 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 19 1379 1379 1218 611 7 Volume Left 19 Volume Right 2 7 csh 331 17 17 17 17 275 Volume to Capacity.6.81.81.72.36.3 Queue Length 95th (m) 1.4.....6 Control Delay (s) 16.5.... 18.4 Lane LOS C C Approach Delay (s).1. 18.4 Approach LOS C Intersection Summary Average Delay.1 Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 246 537 3 1431 9 283 8 258 15 3 22 Future Volume (vph) 27 246 537 3 1431 9 283 8 258 15 3 22 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 5. 5. 5...... Storage Lanes 1 1 1 1 1 Taper Length (m) 6. 6. 2.5 2.5 Lane Util. Factor 1..95 1. 1..95.95 1. 1. 1. 1. 1. 1. Frt.85.999.854.867 Flt Protected.95.95.95.95 Satd. Flow (prot) 1742 3484 1559 1742 3481 1742 1566 1742 159 Flt Permitted.11.5.517.528 Satd. Flow (perm) 22 3484 1559 92 3481 948 1566 968 159 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 275 1 62 23 Link Speed (k/h) 6 6 6 6 Link Distance (m) 815.6 1622.9 236.7 314.1 Travel Time (s) 48.9 97.4 14.2 18.8 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 28 2154 565 3 156 9 298 8 272 16 3 23 Shared Lane Traffic (%) Lane Group Flow (vph) 28 2154 565 3 1515 298 28 16 26 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 7.4 7.4 3.7 3.7 Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 3.5 Trailing Detector (m)......... Detector 1 Position(m)......... Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)......... Detector 1 Queue (s)......... Detector 1 Delay (s)......... 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).... Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Dunbow Rd 3/18/216 AA Page 14 5/4/216 5/4/216 Splits and Phases: 6: 8 Street & Dunbow Road Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 9.5 22.5 Total Split (s) 85. 85. 85. 85. 85. 22.5 35.5 9.5 22.5 Total Split (%) 65.4% 65.4% 65.4% 65.4% 65.4% 17.3% 27.3% 7.3% 17.3% Maximum Green (s) 8.5 8.5 8.5 8.5 8.5 18. 31. 5. 18. Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 8.6 8.6 8.6 8.6 8.6 32.6 23.1 15.4 1.4 Actuated g/c Ratio.66.66.66.66.66.27.19.13.9 v/c Ratio.21.94.5.5.66.81.81.1.17 Control Delay 14.7 28.8 7.1 11.7 15. 57.8 55.2 34.8 23. Queue Delay......... Total Delay 14.7 28.8 7.1 11.7 15. 57.8 55.2 34.8 23. LOS B C A B B E E C C Approach Delay 24.2 15. 56.5 27.5 Approach LOS C B E C Queue Length 5th (m) 2.4 221. 28.4.2 14.8 63.4 51.1 2.9.7 Queue Length 95th (m) 9.2 #342.1 63.2 1.8 154.5 92.1 82.4 8.3 9.2 Internal Link Dist (m) 791.6 1598.9 212.7 29.1 Turn Bay Length (m) 5. 5. 5. Base Capacity (vph) 133 2298 1122 6 2296 369 444 153 253 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.21.94.5.5.66.81.63.1.1 Intersection Summary Area Type: Other Cycle Length: 13 Actuated Cycle Length: 122.2 Natural Cycle: 13 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.94 Intersection Signal Delay: 25.2 Intersection LOS: C Intersection Capacity Utilization 88.4% 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. Dunbow Rd 3/18/216 AA Page 15 Dunbow Rd 3/18/216 AA Page 16

5/4/216 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 134 1192 28 4 877 123 11 132 189 52 526 Future Volume (vph) 134 1192 28 4 877 123 11 132 189 52 526 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 7.. 5. 5. 1. 5... Storage Lanes 2 1 1 1 1 1 Taper Length (m) 4. 6. 5. 2.5 Lane Util. Factor.97.95.95 1..95 1. 1. 1. 1. 1. 1. 1. Frt.997.85.85 Flt Protected.95.95.95.95 Satd. Flow (prot) 338 3474 1742 3484 1559 1742 1834 1742 1834 1559 Flt Permitted.95.216.721.578 Satd. Flow (perm) 338 3474 396 3484 1559 1322 1834 16 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 115 554 Link Speed (k/h) 6 6 6 6 Link Distance (m) 1622.9 88.2 224.3 335.5 Travel Time (s) 97.4 52.8 13.5 2.1 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 188 1255 29 4 923 129 12 139 199 55 554 Shared Lane Traffic (%) Lane Group Flow (vph) 188 1284 4 923 129 12 139 199 55 554 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 7.4 7.4 3.7 3.7 Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m).......... Detector 1 Position(m).......... Detector 1 Size(m) 6.1 1.8 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 Detector 1 Channel Detector 1 Extend (s).......... Detector 1 Queue (s).......... Detector 1 Delay (s).......... 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).... Turn Type Prot NA Perm NA Perm Perm NA pm+pt NA Perm Protected Phases 7 4 8 2 1 6 Permitted Phases 8 8 2 6 6 Dunbow Rd 3/18/216 AA Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 8 8 8 2 2 1 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 36. 66.6 3.6 3.6 3.6 23.8 23.8 9.6 33.4 33.4 Total Split (%) 36.% 66.6% 3.6% 3.6% 3.6% 23.8% 23.8% 9.6% 33.4% 33.4% Maximum Green (s) 31.5 62.1 26.1 26.1 26.1 19.3 19.3 5.1 28.9 28.9 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s).......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 31.5 62.2 26.1 26.1 26.1 12.3 12.3 21.9 21.9 21.9 Actuated g/c Ratio.34.67.28.28.28.13.13.24.24.24 v/c Ratio.95.55.4.94.25.7.57.69.13.7 Control Delay 48.6 9.7 27.2 52.4 8.3 35.4 47.5 47.2 28.3 8. Queue Delay.......... Total Delay 48.6 9.7 27.2 52.4 8.3 35.4 47.5 47.2 28.3 8. LOS D A C D A D D D C A Approach Delay 27.5 46.9 46.5 19.1 Approach LOS C D D B Queue Length 5th (m) 96.9 56.1.5 85. 1.8 1.9 23.7 3.9 7.8. Queue Length 95th (m) #15. 85.4 3.3 #133.7 15.4 6.9 41.5 51. 17. 26.5 Internal Link Dist (m) 1598.9 856.2 2.3 311.5 Turn Bay Length (m) 7. 5. 5. 1. Base Capacity (vph) 1145 2321 111 977 52 274 38 287 569 866 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.95.55.4.94.25.4.37.69.1.64 Intersection Summary Area Type: Other Cycle Length: 1 Actuated Cycle Length: 93.1 Natural Cycle: 1 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.95 Intersection Signal Delay: 31.3 Intersection LOS: C Intersection Capacity Utilization 88.1% 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. Dunbow Rd 3/18/216 AA Page 18 5/4/216 Splits and Phases: 7: RR 285 & Dunbow Road 5/4/216 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 133 348 475 123 189 525 Future Volume (vph) 133 348 475 123 189 525 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 5.... Storage Lanes 1 1 1 1 Taper Length (m) 6. 2.5 Lane Util. Factor.97 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 338 1834 1834 1559 1742 1559 Flt Permitted.95.95 Satd. Flow (perm) 338 1834 1834 1559 1742 1559 Right Turn on Red Yes Yes Satd. Flow (RTOR) 129 553 Link Speed (k/h) 6 6 6 Link Distance (m) 88.2 793.2 167.9 Travel Time (s) 52.8 47.6 1.1 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 187 366 5 129 199 553 Shared Lane Traffic (%) Lane Group Flow (vph) 187 366 5 129 199 553 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(m) 7.4 7.4 3.7 Link Offset(m)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (m) 6.1 3.5 3.5 6.1 6.1 6.1 Trailing Detector (m)...... Detector 1 Position(m)...... Detector 1 Size(m) 6.1 1.8 1.8 6.1 6.1 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)...... Detector 1 Queue (s)...... Detector 1 Delay (s)...... 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).. Turn Type Prot NA NA Perm Prot Perm Protected Phases 7 4 8 5 Permitted Phases 8 5 Dunbow Rd 3/18/216 AA Page 19 Dunbow Rd 3/18/216 AA Page 2

5/4/216 Splits and Phases: 1: Dunbow Road 5/4/216 Lane Group EBL EBT WBT WBR SBL SBR Detector Phase 7 4 8 8 5 5 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 35. 66. 31. 31. 24. 24. Total Split (%) 38.9% 73.3% 34.4% 34.4% 26.7% 26.7% Maximum Green (s) 3.5 61.5 26.5 26.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. Recall Mode Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 3.6 6.6 25.4 25.4 14.9 14.9 Actuated g/c Ratio.36.72.3.3.18.18 v/c Ratio.89.28.91.23.65.76 Control Delay 37. 5.4 51.7 5.8 43. 1.5 Queue Delay...... Total Delay 37. 5.4 51.7 5.8 43. 1.5 LOS D A D A D B Approach Delay 29. 42.3 19.1 Approach LOS C D B Queue Length 5th (m) 87. 18.3 78.3. 3.6. Queue Length 95th (m) #133.7 33.5 #141.7 12. 51.6 28.7 Internal Link Dist (m) 856.2 769.2 143.9 Turn Bay Length (m) 5. Base Capacity (vph) 1226 1341 578 579 43 786 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.89.27.87.22.49.7 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 84.5 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.91 Intersection Signal Delay: 29.3 Intersection LOS: C Intersection Capacity Utilization 77.9% 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. Dunbow Rd 3/18/216 AA Page 21 Dunbow Rd 3/18/216 PM Existing AA Page 22 5/4/216 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 324 6 15 214 99 Future Volume (vph) 324 6 15 214 99 Ideal Flow (vphpl) 185 185 185 185 185 185 Storage Length (m) 15. 2.. 1. Storage Lanes 1 1 2 Taper Length (m) 75. 2.5 Lane Util. Factor.91 1. 1..91.97.95 Frt.85 Flt Protected.95.95 Satd. Flow (prot) 56 1559 1742 56 338 Flt Permitted.76.95 Satd. Flow (perm) 56 1559 139 56 338 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 Link Speed (k/h) 6 6 6 Link Distance (m) 241.6 31.3 19.8 Travel Time (s) 14.5 18.1 6.6 Peak Hour Factor.95.95.95.95.95.95 Adj. Flow (vph) 3183 63 16 2253 14 Shared Lane Traffic (%) Lane Group Flow (vph) 3183 63 16 2253 14 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(m) 3.7 3.7 7.4 Link Offset(m)... Crosswalk Width(m) 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 14 24 24 14 Number of Detectors 2 1 1 2 1 Detector Template Thru Right Left Thru Left Leading Detector (m) 3.5 6.1 6.1 3.5 6.1 Trailing Detector (m)..... Detector 1 Position(m)..... Detector 1 Size(m) 1.8 6.1 6.1 1.8 6.1 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)..... Detector 1 Queue (s)..... Detector 1 Delay (s)..... 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).. Turn Type NA Perm Perm NA Prot Protected Phases 4 8 2 Permitted Phases 4 8 Dunbow Rd 3/18/216 AA Page 1

5/4/216 5/4/216 Splits and Phases: 1: 16 Street & Dunbow Road Lane Group EBT EBR WBL WBT NBL NBR Detector Phase 4 4 8 8 2 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 Total Split (s) 57. 57. 57. 57. 23. Total Split (%) 71.3% 71.3% 71.3% 71.3% 28.8% Maximum Green (s) 52.5 52.5 52.5 52.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. Lost Time Adjust (s)..... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Min Walk Time (s) 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 52.5 52.5 52.5 52.5 7.5 Actuated g/c Ratio.76.76.76.76.11 v/c Ratio.84.5.15.59.28 Control Delay 8.3 1.8 6.3 4.5 3.2 Queue Delay..... Total Delay 8.3 1.8 6.3 4.5 3.2 LOS A A A A C Approach Delay 8.2 4.5 3.2 Approach LOS A A C Queue Length 5th (m) 71.5 1..4 33.3 6.4 Queue Length 95th (m) 16.9 3.4 2.5 48.6 12.9 Internal Link Dist (m) 217.6 277.3 85.8 Turn Bay Length (m) 15. 2. Base Capacity (vph) 388 1191 15 388 96 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.84.5.15.59.11 Intersection Summary Area Type: Other Cycle Length: 8 Actuated Cycle Length: 69 Natural Cycle: 8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.84 Intersection Signal Delay: 7.1 Intersection LOS: A Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15 Dunbow Rd 3/18/216 AA Page 2 Dunbow Rd 3/18/216 AA Page 3 5/4/216 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 2959 26 8 21 17 21 34 Future Volume (vph) 4 2959 26 8 21 17 21 34 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 4. 4. 35. 35..... Storage Lanes 1 1 1 1 1 Taper Length (m) 75. 75. 2.5 2.5 Lane Util. Factor 1..91 1. 1..91 1. 1. 1. 1. 1. 1. 1. Frt.85.85.85 Flt Protected.95.95.95 Satd. Flow (prot) 1742 56 1559 1742 56 1559 1742 1834 1559 Flt Permitted.76.76.757 Satd. Flow (perm) 139 56 1559 139 56 1559 1388 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 2 2 Link Speed (k/h) 6 6 6 6 Link Distance (m) 179.2 446.1 52.8 78. Travel Time (s) 1.8 26.8 3.2 4.7 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 42 3115 27 8 2211 18 22 36 Shared Lane Traffic (%) Lane Group Flow (vph) 42 3115 27 8 2211 18 22 36 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.. Link Offset(m).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m)........... Detector 1 Position(m)........... 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)........... Detector 1 Queue (s)........... Detector 1 Delay (s)........... 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).... Turn Type Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 6 Dunbow Rd 3/18/216 AA Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 57. 57. 57. 57. 57. 57. 23. 23. 23. 23. 23. Total Split (%) 71.3% 71.3% 71.3% 71.3% 71.3% 71.3% 28.8% 28.8% 28.8% 28.8% 28.8% Maximum Green (s) 52.5 52.5 52.5 52.5 52.5 52.5 18.5 18.5 18.5 18.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode Max Max Max Max Max Max Min Min Min Min Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 52.5 52.5 52.5 52.5 52.5 52.5 6.7 6.7 Actuated g/c Ratio.77.77.77.77.77.77.1.1 v/c Ratio.39.81.2.7.57.1.16.21 Control Delay 15.9 7.2 1.2 3.9 4. 1. 3.9 2.7 Queue Delay........ Total Delay 15.9 7.2 1.2 3.9 4. 1. 3.9 2.7 LOS B A A A A A C C Approach Delay 7.2 4. 3.9 2.7 Approach LOS A A C C Queue Length 5th (m) 1.2 61..2.2 29.1. 2.6 1.9 Queue Length 95th (m) #12.5 93.6 1.5 1.2 43.7 1. 8.5 9.4 Internal Link Dist (m) 155.2 422.1 28.8 54. Turn Bay Length (m) 4. 4. 35. 35. Base Capacity (vph) 17 3855 125 17 3855 125 376 437 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.39.81.2.7.57.1.6.8 Intersection Summary Area Type: Other Cycle Length: 8 Actuated Cycle Length: 68.2 Natural Cycle: 8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.81 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capacity Utilization 7.4% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Dunbow Rd 3/18/216 AA Page 2

5/4/216 Splits and Phases: 2: Dunbow Road & Artesia Blvd 5/4/216 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 2699 243 1 1735 382 1 1 Future Volume (vph) 2 2699 243 1 1735 382 1 1 Ideal Flow (vphpl) 185 185 185 185 185 185 185 185 185 185 185 185 Storage Length (m) 7. 5. 7. 5. 2. 5. 5. 5. Storage Lanes 1 1 1 1 2 1 Taper Length (m) 6. 6. 2. 5. Lane Util. Factor 1..91 1. 1..91 1..97 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95.95 Satd. Flow (prot) 1742 56 1559 1742 56 1834 338 1834 1834 1559 Flt Permitted.91.77.416 Satd. Flow (perm) 167 56 1559 141 56 1834 148 1834 1834 1559 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 177 127 Link Speed (k/h) 6 6 6 6 Link Distance (m) 371.4 447.2 15.9 131.9 Travel Time (s) 22.3 26.8 9.1 7.9 Peak Hour Factor.95.95.95.95.95.95.95.95.95.95.95.95 Adj. Flow (vph) 2 2841 256 1 1826 42 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 2841 256 1 1826 42 1 1 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).... Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Right Leading Detector (m) 6.1 3.5 6.1 6.1 3.5 6.1 6.1 3.5 6.1 3.5 6.1 Trailing Detector (m)........... Detector 1 Position(m)........... 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)........... Detector 1 Queue (s)........... Detector 1 Delay (s)........... 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).... Turn Type Perm NA Perm Perm NA Perm pm+pt NA NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Dunbow Rd 3/18/216 AA Page 3 Dunbow Rd 3/18/216 AA Page 1 5/4/216 5/4/216 Splits and Phases: 3: 32 Street & Dunbow Road Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 56.5 56.5 56.5 56.5 56.5 56.5 11. 24. 9.5 22.5 Total Split (%) 62.8% 62.8% 62.8% 62.8% 62.8% 62.8% 12.2% 26.7% 1.6% 25.% Maximum Green (s) 52. 52. 52. 52. 52. 52. 6.5 19.5 5. 18. 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) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)......... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. Recall Mode None None None None None None Max Min None Min Walk Time (s) 7. 7. 7. 7. 7. 7. 7. 7. Flash Dont Walk (s) 11. 11. 11. 11. 11. 11. 11. 11. Pedestrian Calls (#/hr) Act Effct Green (s) 52. 52. 52. 52. 52. 16.5 16.5. Actuated g/c Ratio.67.67.67.67.67.21.21. v/c Ratio.2.85.23.1.54.85..1 Control Delay 5. 12.9 2.2 5. 7.3 46.4 24.. Queue Delay........ Total Delay 5. 12.9 2.2 5. 7.3 46.4 24.. LOS A B A A A D C A Approach Delay 12. 7.3 46.4 Approach LOS B A D Queue Length 5th (m).1 99.4 3.4.1 43.4 27.3.1. Queue Length 95th (m).7 122.4 1.3.5 53.5 #48.7 1.3. Internal Link Dist (m) 347.4 423.2 126.9 17.9 Turn Bay Length (m) 7. 5. 7. 2. 5. Base Capacity (vph) 112 3358 114 94 3358 474 461 127 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.2.85.23.1.54.85..1 Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 77.5 Natural Cycle: 9 Control Type: Semi Act-Uncoord Maximum v/c Ratio:.85 Intersection Signal Delay: 13. Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Dunbow Rd 3/18/216 AA Page 2 Dunbow Rd 3/18/216 AA Page 3

APPENDIX III: R.O.W REQUIREMENTS Dunbow Road Functional Planning 59 Final Report

R.O.W Cross-Sections and Access Management Strategies

NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE. DUNBOW ROAD ISSUED FOR DISCUSSION ONLY EXISTING CROSS-SECTION APRIL 216 332.T1 FIGURE 5.1

NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE. DUNBOW ROAD ISSUED FOR DISCUSSION ONLY CROSS-SECTION OPTIONS APRIL 216 332.T1 FIGURE 5.2

NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE. DUNBOW ROAD ISSUED FOR DISCUSSION ONLY CROSS-SECTION OPTIONS APRIL 216 332.T1 FIGURE 5.3

NORTH DUNBOW ROAD INSCRIBED CIRCLE 3-4m DIAMETER ISSUED FOR DISCUSSION ONLY NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE. DUNBOW ROAD TYPICAL INTERSECTION LAYOUTS ROUNDABOUT OPTION APRIL 216 332.T1 FIGURE 5.4

NORTH 3.m R/O/W TYPICAL 4 LANES DIVIDED APPROACH 3.5 3.5 3.5 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1.Cross-sections.dwg 3.m R/O/W 3m SHOULDER 3m SHOULDER 9m DITCH 3.5 3.5 3.5 MINIMUM 3m LEFT TURNING (VARIES) TYPICAL 2 LANES APPROACH 3.5 3.5 R=55 R=18 61.m @ 25:1 TAPER R=55 3.m R/O/W DUNBOW ROAD 37.5m @ 25:1 TAPER NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE 66.74m @ 6:1 TAPER CONCRETE OR ASPHALT MEDIAN 3m SHOULDER 3m SHOULDER 9m DITCH 3.m R/O/W DUNBOW ROAD TYPICAL INTERSECTION LAYOUTS INTERSECTION OPTION 1 (DUNBOW ROAD AS RURAL X-SECTION WITH DITCHES) APRIL 216 332.T1 FIGURE 5.5

NORTH 3.m TYPICAL 4 LANES DIVIDED APPROACH 3.5 3.5 3.5 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1.Cross-sections.dwg 3.m R/O/W 4m SWALE 4m SWALE 3.5 3.5 3.5 MINIMUM 3m LEFT TURNING (VARIES) TYPICAL 2 LANES APPROACH 3.5 3.5 R=55 R=18 61.m @ 25:1 TAPER R=55 3.m R/O/W DUNBOW ROAD 37.5m @ 25:1 TAPER NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE CONCRETE OR ASPHALT MEDIAN 4m SWALE 4m SWALE 66.74m @ 6:1 TAPER 3.m R/O/W DUNBOW ROAD TYPICAL INTERSECTION LAYOUTS INTERSECTION OPTION 2 (DUNBOW ROAD AS RURAL X-SECTION WITH SWALES) APRIL 216 332.T1 FIGURE 5.6

NORTH 3.m R/O/W TYPICAL 4 LANES DIVIDED APPROACH 3.5 3.5 3.5 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1.Cross-sections.dwg 3.m R/O/W 3m PATHWAY 3m PATHWAY TYPICAL 2 LANES APPROACH 3.5 3.5 3.5 3.5 3.5 R=55 R=18 61.m @ 25:1 TAPER R=55 3.m R/O/W NOTE: DIMENSIONS IN METRES AND DECIMALS OF METRES UNLESS NOTED OTHERWISE DUNBOW ROAD 37.5m @ 25:1 TAPER MINIMUM 3m LEFT TURNING (VARIES) 3m PATHWAY 3m PATHWAY 3.m R/O/W CONCRETE OR ASPHALT MEDIAN APRIL 216 DUNBOW ROAD TYPICAL INTERSECTION LAYOUTS INTERSECTION OPTION 3 (DUNBOW ROAD AS URBAN ARTERIAL) 332.T1 FIGURE 5.7

BEGINNING OF STUDY STA +6 SW 4-22 - 29-4 SE 4-22 - 29-4 SW 3-22 - 29-4 DUNBOW ROAD ARTESIA BLVD BACK SLOPE LIMITS 3M R.O.W. DUNBOW ROAD 1+ 1+5 2+ +6 +7 +8 +9 1+ 1+1 1+2 1+3 1+4 1+5 1+6 1+7 1+8 1+9 2+ 2+1 2+2 MATCHLINE STA 2+25 DEERFOOT TRAIL NW 33-21 - 29-4 27 ST E NE 33-21 - 29-4 29 ST E 32 ST E EDGE OF PAVEMENT RANGE ROAD 292A NW 34-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 1 APRIL 216 332.T1 FIGURE 1.1

MATCHLINE STA 2+25 DUNBOW ROAD TWSHIP ROAD 22A SE 3-22 - 29-4 RANGE ROAD 292 SW 2-22 - 29-4 DUNBOW ROAD MATCHLINE STA 3+9 2+3 2+4 2+5 2+6 2+7 2+8 2+9 3+ 3+1 3+2 3+3 3+4 3+5 3+6 3+7 3+8 3+9 NE 34-21 - 29-4 NW 35-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 1 APRIL 216 332.T1 FIGURE 1.2

MATCHLINE STA 3+9 DUNBOW ROAD SE 2-22 - 29-4 RANGE ROAD 291 RETAINING WALL. L=APROX.19m SW 1-22 - 29-4 DUNBOW ROAD MATCHLINE STA 5+55 3+9 4+ 4+1 4+2 4+3 4+4 4+5 4+6 4+7 4+8 4+9 5+ 5+1 5+2 5+3 5+4 5+5 DUNBOW ROAD RETAINING WALL. L=APROX.19m 66 ST 56 ST E NE 35-21 - 29-4 NW 36-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 1 APRIL 216 332.T1 FIGURE 1.3

MATCHLINE STA 5+55 SE 1-22 - 29-4 3M R.O.W. EDGE OF PAVEMENT DUNBOW ROAD DUNBOW ROAD 8 ST E SW 6-22 - 28-4 6+ 6+5 7+ 5+6 5+7 5+8 5+9 6+ 6+1 6+2 6+3 6+4 6+5 6+6 6+7 6+8 6+9 7+ 7+1 7+2 MATCHLINE STA 7+2 NE 36-21 - 29-4 NW 31-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 1 APRIL 216 332.T1 FIGURE 1.4

MATCHLINE STA 7+2 DUNBOW ROAD SE 6-22 - 28-4 EDGE OF PAVEMENT 7+5 8+ 8+5 88 ST E 96 ST E SW 5-22 - 28-4 DUNBOW ROAD MATCHLINE STA 8+85 7+2 7+3 7+4 7+5 7+6 7+7 7+8 7+9 8+ 8+1 8+2 8+3 8+4 8+5 8+6 8+7 8+8 NE 31-21 - 28-4 NW 32-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 1 APRIL 216 332.T1 FIGURE 1.5

1+145 1+1 MATCHLINE STA 8+85 SE 5-22 - 28-4 DUNBOW ROAD 9+ 9+5 8+9 9+ 9+1 9+2 9+3 9+4 9+5 9+6 9+7 9+8 EDGE OF PAVEMENT NE 32-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout.dwg 9+9 Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 1 APRIL 216 332.T1 FIGURE 1.6

BEGINNING OF STUDY STA +6 SW 4-22 - 29-4 SE 4-22 - 29-4 SW 3-22 - 29-4 DUNBOW ROAD ARTESIA BLVD BACK SLOPE LIMITS 3M R.O.W. DUNBOW ROAD 1+ 1+5 2+ +6 +7 +8 +9 1+ 1+1 1+2 1+3 1+4 1+5 1+6 1+7 1+8 1+9 2+ 2+1 2+2 MATCHLINE STA 2+25 DEERFOOT TRAIL NW 33-21 - 29-4 27 ST E NE 33-21 - 29-4 29 ST E 32 ST E EDGE OF PAVEMENT RANGE ROAD 292A NW 34-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 2.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 2 APRIL 216 332.T1 FIGURE 2.1

MATCHLINE STA 2+25 DUNBOW ROAD TWSHIP ROAD 22A SE 3-22 - 29-4 RANGE ROAD 292 SW 2-22 - 29-4 DUNBOW ROAD MATCHLINE STA 3+9 2+3 2+4 2+5 2+6 2+7 2+8 2+9 3+ 3+1 3+2 3+3 3+4 3+5 3+6 3+7 3+8 3+9 NE 34-21 - 29-4 NW 35-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 2.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 2 APRIL 216 332.T1 FIGURE 2.2

MATCHLINE STA 3+9 DUNBOW ROAD SE 2-22 - 29-4 RANGE ROAD 291 RETAINING WALL. L=APROX.19m SW 1-22 - 29-4 DUNBOW ROAD MATCHLINE STA 5+55 3+9 4+ 4+1 4+2 4+3 4+4 4+5 4+6 4+7 4+8 4+9 5+ 5+1 5+2 5+3 5+4 5+5 66 ST DUNBOW ROAD 56 ST E NE 35-21 - 29-4 NW 36-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 2.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 2 APRIL 216 332.T1 FIGURE 2.3

MATCHLINE STA 5+55 SE 1-22 - 29-4 3M R.O.W. EDGE OF PAVEMENT DUNBOW ROAD DUNBOW ROAD 8 ST E SW 6-22 - 28-4 6+ 6+5 7+ 5+6 5+7 5+8 5+9 6+ 6+1 6+2 6+3 6+4 6+5 6+6 6+7 6+8 6+9 7+ 7+1 7+2 MATCHLINE STA 7+2 NE 36-21 - 29-4 NW 31-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 2.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 2 APRIL 216 332.T1 FIGURE 2.4

MATCHLINE STA 7+2 DUNBOW ROAD SE 6-22 - 28-4 EDGE OF PAVEMENT 7+5 8+ 8+5 88 ST E 96 ST E SW 5-22 - 28-4 DUNBOW ROAD MATCHLINE STA 8+85 7+2 7+3 7+4 7+5 7+6 7+7 7+8 7+9 8+ 8+1 8+2 8+3 8+4 8+5 8+6 8+7 8+8 NE 31-21 - 28-4 NW 32-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 2.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 2 APRIL 216 332.T1 FIGURE 2.5

1+145 1+1 MATCHLINE STA 8+85 SE 5-22 - 28-4 DUNBOW ROAD 9+ 9+5 8+9 9+ 9+1 9+2 9+3 9+4 9+5 9+6 9+7 9+8 EDGE OF PAVEMENT NE 32-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 2.dwg 9+9 Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 2 APRIL 216 332.T1 FIGURE 2.6

BEGINNING OF STUDY STA +6 SW 4-22 - 29-4 SE 4-22 - 29-4 SW 3-22 - 29-4 DUNBOW ROAD ARTESIA BLVD BACK SLOPE LIMITS 3M R.O.W. DUNBOW ROAD 1+ 1+5 2+ +6 +7 +8 +9 1+ 1+1 1+2 1+3 1+4 1+5 1+6 1+7 1+8 1+9 2+ 2+1 2+2 MATCHLINE STA 2+25 DEERFOOT TRAIL NW 33-21 - 29-4 27 ST E NE 33-21 - 29-4 29 ST E 32 ST E EDGE OF PAVEMENT RANGE ROAD 292A NW 34-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 3.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 3 APRIL 216 332.T1 FIGURE 3.1

MATCHLINE STA 2+25 DUNBOW ROAD TWSHIP ROAD 22A SE 3-22 - 29-4 RANGE ROAD 292 SW 2-22 - 29-4 DUNBOW ROAD MATCHLINE STA 3+9 2+3 2+4 2+5 2+6 2+7 2+8 2+9 3+ 3+1 3+2 3+3 3+4 3+5 3+6 3+7 3+8 3+9 NE 34-21 - 29-4 NW 35-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 3.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 3 APRIL 216 332.T1 FIGURE 3.2

MATCHLINE STA 3+9 DUNBOW ROAD SE 2-22 - 29-4 RANGE ROAD 291 RETAINING WALL. L=APROX.19m SW 1-22 - 29-4 DUNBOW ROAD MATCHLINE STA 5+55 3+9 4+ 4+1 4+2 4+3 4+4 4+5 4+6 4+7 4+8 4+9 5+ 5+1 5+2 5+3 5+4 5+5 66 ST DUNBOW ROAD 56 ST E NE 35-21 - 29-4 NW 36-21 - 29-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 3.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 3 APRIL 216 332.T1 FIGURE 3.3

MATCHLINE STA 5+55 SE 1-22 - 29-4 3M R.O.W. EDGE OF PAVEMENT DUNBOW ROAD DUNBOW ROAD 8 ST E SW 6-22 - 28-4 6+ 6+5 7+ 5+6 5+7 5+8 5+9 6+ 6+1 6+2 6+3 6+4 6+5 6+6 6+7 6+8 6+9 7+ 7+1 7+2 MATCHLINE STA 7+2 NE 36-21 - 29-4 NW 31-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 3.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 3 APRIL 216 332.T1 FIGURE 3.4

MATCHLINE STA 7+2 DUNBOW ROAD SE 6-22 - 28-4 EDGE OF PAVEMENT 7+5 8+ 8+5 88 ST E 96 ST E SW 5-22 - 28-4 DUNBOW ROAD MATCHLINE STA 8+85 7+2 7+3 7+4 7+5 7+6 7+7 7+8 7+9 8+ 8+1 8+2 8+3 8+4 8+5 8+6 8+7 8+8 NE 31-21 - 28-4 NW 32-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 3.dwg Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 3 APRIL 216 332.T1 FIGURE 3.5

1+145 1+1 MATCHLINE STA 8+85 SE 5-22 - 28-4 DUNBOW ROAD 9+ 9+5 8+9 9+ 9+1 9+2 9+3 9+4 9+5 9+6 9+7 9+8 EDGE OF PAVEMENT NE 32-21 - 28-4 Paola Duma / Apr. 27, 16 / T:\Projects\Open\332.T1 - Dunbow Road Functional Planning Study\Graphics\CAD\332.T1-Vertical Layout 3.dwg 9+9 Horiz 1:2 1 2 3 4 5 6 7 8 9 1 NOTES: DIMENSIONS IN METERS AND DECIMALS OF METERS UNLESS NOTED OTHERWISE MD OF FOOTHILLS DUNBOW ROAD FUNCTIONAL PLANNING STUDY PLAN-PROFILE LAYOUTS OPTION 3 APRIL 216 332.T1 FIGURE 3.6