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HomeMy WebLinkAbout005 Traffic Impact Study Traffic Impact Study East Main Street Development Bozeman, Montana August 2016 East Main Street Development Traffic Impact Study TABLE OF CONTENTS Executive Summary ....................................................................................................... 1 Introduction ................................................................................................................ 2 Study Area ............................................................................................................... 2 Study Intersections .................................................................................................. 2 Methodology ............................................................................................................. 4 Data Collection ....................................................................................................... 4 Trip Generation ...................................................................................................... 4 Trip Distribution and Assignment ................................................................................. 4 Capacity Analysis .................................................................................................... 4 Signal Warrant Analysis ............................................................................................. 5 Turn Lane Warrant Analysis ........................................................................................ 5 Access Spacing Analysis ............................................................................................. 5 Existing Conditions ........................................................................................................ 6 Bicycle and Pedestrian Facilities .................................................................................... 7 Signal Warrant Analysis ................................................................................................ 7 Intersection Capacity Analysis Results .............................................................................. 8 2016 Development Scenario ............................................................................................. 9 Trip Generation ......................................................................................................... 9 Trip Distribution and Assignment .................................................................................. 10 Signal Warrant Analysis .............................................................................................. 16 Intersection Capacity Analysis Results ............................................................................ 22 Access Spacing Analysis .............................................................................................. 25 Other Access Spacing Considerations ............................................................................. 25 Queuing Analysis ...................................................................................................... 25 Bicycle and Pedestrian Facilities .................................................................................. 30 Recommendations ........................................................................................................ 31 East Main Street Development Traffic Impact Study TABLE OF CONTENTS Table of Figures Figure 1 - Study Area ..................................................................................................... 2 Figure 2 - Preliminary Site Plan ......................................................................................... 3 Figure 3 - Study Methodology ........................................................................................... 4 Figure 4 - Existing Traffic Conditions .................................................................................. 6 Figure 5 - Existing Traffic Volumes ..................................................................................... 7 Figure 6 - Alternative 1 Trip Assignment ............................................................................ 11 Figure 7 - Alternative 2 Trip Assignment ............................................................................ 12 Figure 8 - Alternative 3 Trip Assignment ............................................................................ 13 Figure 9 - Alternative 4 Trip Assignment ............................................................................ 14 Figure 10 - Alternative 5 Trip Assignment .......................................................................... 15 Figure 11 - Alternative 1: 2016 Development Traffic Volumes ................................................. 17 Figure 12 - Alternative 2: 2016 Development Traffic Volumes ................................................. 18 Figure 13 - Alternative 3: 2016 Development Traffic Volumes ................................................. 19 Figure 14 - Alternative 4: 2016 Development Traffic Volumes ................................................. 20 Figure 15 - Alternative 5: 2016 Development Traffic Volumes ................................................. 21 Figure 16 – Alt 1 Anticipated Queuing ............................................................................... 26 Figure 17 - Alt 2 Anticipated Queuing ............................................................................... 27 Figure 18 - Alt 3 & Alt 4 Anticipated Queuing ...................................................................... 28 Figure 19 - Alt 5 Anticipated Queuing ............................................................................... 29 Table of Tables Table 1 - Highway Capacity Manual Level of Service Thresholds ................................................. 5 Table 2 - Bozeman City Code Access Spacing Requirements ...................................................... 5 Table 3 - Existing Intersection Capacity Analysis Results .......................................................... 8 Table 4 - Development Trip Generation Summary .................................................................. 9 Table 5 - Development Trips by Land Use Category ................................................................ 9 Table 6 - Development Trip Origin/Distribution Summary ....................................................... 10 Table 7 - 2016 Development Scenario Intersection Capacity Analysis Results ............................... 22 Table 8 – Alternatives’ Benefit & Weakness Summary ............................................................ 24 Appendix Appendix A – Turning Movement Counts Appendix B – Capacity Analysis Worksheets Appendix C – Signal Warrant Analysis East Main Street Development Traffic Impact Study 1 EXECUTIVE SUMMARY This traffic study was completed for the proposed East Main Street development in Bozeman, Montana. Two traffic scenarios were evaluated for the proposed development. These scenarios include: Existing Conditions and 2016 Development Conditions. The following recommendations for the study roadways are based upon the results of the analyses completed for each scenario. Signalization of the Haggerty Lane and East Main Street intersection is recommended as it would reduce delay and improve LOS under both existing and development conditions. Signalization would greatly improve the northbound approach from LOS “F” under existing PM peak hour stop-controlled conditions to LOS “D” under development PM peak signalized conditions. If this intersection was left unsignalized, it would result in higher delays and operate at LOS “F”. Analyses were performed for the following site access alternatives: • Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • Alternative 3: Restricted access right-in and right-out (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane • Alternative 4: Restricted access RIRO off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Alternative 5: Restricted access off Highland Boulevard right-in and right and left-out (RIRLO) and East Main Street left and right-in and right out (LRIRO), Full access off of Haggerty Lane Based on the analysis conducted on five alternatives for access to the development, it is recommended that Alternative 5 be advanced as the preferred alternative. Improvements to the northbound left turn at Highland Boulevard and East Main Street are needed, and double left turn lanes should be installed. Alternative 5 provides good traffic operations for all adjacent roadways and provides slightly less access restrictions than Alternative 4. Access to and from the development is superior to Alternative 4 as traffic to and from all directions has good options for entering and leaving the site. The proposed site plan shows how sidewalks are proposed to connect to building and parking areas within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. It is recommended that sidewalks be installed as is shown in the proposed site plan. Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing Highland Boulevard. It is recommended that these crossings be promoted to occur at the north approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the East Main Street traffic signal along with the existing crossing further south along Highland Boulevard. East Main Street Development Traffic Impact Study 2 INTRODUCTION The purpose of this study is to identify traffic operations or safety issues that could be triggered by the addition of traffic related to the proposed East Main Street development in Bozeman, Montana. This report has been developed to provide technically sound mitigation options to development-related issues identified during the analysis process. This traffic impact study assumes the proposed development will be constructed in 2016. Study Area This study was completed for the traffic impacts corresponding to the proposed development. Initial plans indicate three new buildings on the site including a grocery store, retail shops, office spaces, and residential spaces. The proposed development site is located on the south side of East Main Street, between Highland Boulevard and Haggerty Lane in Bozeman, Montana. The surrounding land is of mixed usage with businesses along the north side of East Main Street, a residential neighborhood to the west, and a softball field complex to the south. The proposed development location and latest site plan can be seen in Figure 1 and Figure 2 respectively. East Main Street is classified as a principal arterial, Highland Boulevard and Haggerty Lane are classified as minor arterials. Under current conditions, East Main Street has a posted speed limit of 40 MPH, Highland Boulevard and Haggerty Lane have a 35 MPH posted speed limit and all other roadways within the study area operate under a 25 MPH speed limit. Study Intersections The following intersections were evaluated within this study (see Figure 1): 1. Highland Boulevard and East Main Street – Currently signalized 2. Highland Boulevard and East Curtiss Street – Currently two-way stop controlled on East Curtiss Street 3. Haggerty Lane and East Main Street – Currently two-way stop controlled on Haggerty Lane 4. Cypress Street and East Main Street – Currently two-way stop controlled on Cypress Street Figure 1 - Study Area East Main Street Development Traffic Impact Study 3 Figure 2 - Preliminary Site Plan East Main Street Development Traffic Impact Study 4 Methodology Within this study, the following traffic conditions were analyzed to evaluate traffic impacts of the proposed development: 2016 Existing Conditions – Existing Conditions based on field collected data prior to proposed development 2016 Conditions with Development Traffic – Traffic Conditions expected with construction of proposed development Mitigation Strategies – Possible improvements identified to mitigate development-related deficiencies Figure 3, to the right, illustrates the planning process used within this study. Data Collection Weekday AM and PM peak hour turning movements collected at study intersections in October 2015 were provide with the exception of Highland Boulevard and East Curtiss Street with was collected by KLJ in May 2016. Average daily traffic volumes (ADT) within the study area were obtained from the Montana Department of Transportation (MDT). Trip Generation Site-generated volumes were estimated using the Institute of Transportation Engineers’ Trip Generation Manual. Trip Distribution and Assignment Trip distribution refers to the origin for entering trips and the destination for exiting trips to and from the proposed site. Trip assignment is the designated routing of trips between origin and destination. Both origins and destination for trips generated by the proposed site were estimated based on average daily traffic volumes obtained from MDT. Trips were assigned to the existing road network based upon engineering judgement, estimating the most ideal and reasonable route between origins and destination. Capacity Analysis Capacity analyses were performed using the Synchro 9 software, which implements an analysis methodology based on that in the Highway Capacity Manual to determine intersection delay and level of service. Level of service (LOS) is the qualitative measure of operational performance of transportation infrastructure using grades ranging from “A” to “F”, with “A” being the optimal level of service and “F” indicating breakdown of traffic flow. A breakdown of the HCM grading scale can be seen in Table 1. •Data Collection •Capacity Analysis•Signal Warrant Alanysis 2016 Existing Conditions •Trip Generation, Distribution, and Assignment •Capacity Analysis •Signal Warrant Analysis •Access Spacing Analysis 2016 Conditions with Development Traffic Mitigaion Strategies Figure 3 - Study Methodology East Main Street Development Traffic Impact Study 5 For intersection analyses within this study, intersection operations at LOS “C” or better are to be considered to be acceptable. Table 1 - Highway Capacity Manual Level of Service Thresholds Signal Warrant Analysis At all unsignalized study intersections, KLJ performed signal warrant analyses in accordance with guidelines in the 2009 Manual on Traffic Control Devices. Turn Lane Warrant Analysis MDT turn lane warrants were analyzed at all study intersections. Turn lanes will be considered based on the results of operational analyses. Access Spacing Analysis The minimum access spacing found in the Bozeman City Code can be seen in Table 2. For the purposes of this study, queues from the capacity analysis will be used to determine whether there will be potential issues with proposed access spacing. Access spacing analyses were performed for development accesses off Highland Boulevard, East Main Street and Haggerty Lane. Table 2 - Bozeman City Code Access Spacing Requirements Access Located on Arterial Streets Access Located on Collector Streets Average Spacing In All Districts In All Districts Partial Access1 315'150' Full Access2 660'330' Minimum Seperation 315'150' 1: Partial access includes right turn in and out only 2: Full access allows all turn movements, in and out Signalized Unsignalized ≤ 10 ≤ 10 A F > 10-20 > 10-15 B F > 20-35 > 15-25 C F > 35-55 > 25-35 D F > 55-80 > 35-50 E F > 80 > 50 F F Control Delay (sec/veh)Volume < Capacity Volume > Capacity East Main Street Development Traffic Impact Study 6 EXISTING CONDITIONS Analyses performed for the existing transportation network traffic scenario include the identification of existing roadway/traffic characteristics, signal warrant analysis, and turn lane warrant analysis. Existing daily traffic volumes can be seen in Figure 4. Intersection geometries and peak hour traffic volumes can be seen in Figure 5. Figure 4 - Existing Traffic Conditions East Main Street Development Traffic Impact Study 7 Figure 5 - Existing Traffic Volumes Bicycle and Pedestrian Facilities On-street bicycle facilities are located on both sides of the East Main Street and Haggerty Lane roadways. Sidewalks running along East Main Street conclude at Highland Boulevard on the southern side and between Highland Boulevard and Haggerty Lane on the northern side. A shared-use path runs along the western side of Highland Boulevard. Signal Warrant Analysis Unsignalized intersections within the study area were analyzed to determine if installation of traffic signalization would be warranted per guidelines published in the Manual on Uniform Traffic Control Devices (MUTCD). The eight-hour warrant, four-hour warrant, and peak hour warrants were analyzed for this study. The four-hour volume warrant and peak hour volume warrant were met at the intersection of Haggerty Lane and East Main Street under existing traffic conditions. All other unsignalized study intersections do not meet signal warrants under background traffic conditions. Signal warrant analysis results are found in Appendix C. East Main Street Development Traffic Impact Study 8 Intersection Capacity Analysis Results Intersection capacity analyses were performed for existing weekday AM peak hour and PM peak hour traffic conditions at all study intersections. Intersection capacity analysis spreadsheets are found in Appendix B. The Haggerty Lane and East Main Street intersection along with the Highland Boulevard and East Main Street intersection were found to currently operate below acceptable MDT standards. (See Table 3) The Highland Boulevard and East Main Street intersection currently operates at an overall LOS “B” during the AM peak hour and LOS ”C” during the PM peak hour. However, deficiencies are experienced with an overall LOS “D” reached for the PM peak hour on the northbound approach. The LOS for the northbound left turning vehicles is at LOS “F”. The intersection of Haggerty Lane and East Main Street currently operates at an overall LOS “A” during the AM peak hour and LOS ”B” during the PM peak hour. Deficiencies are experienced on the northbound and southbound approaches during both AM and PM peak hour operations. Table 3 - Existing Intersection Capacity Analysis Results East Main Street Development Traffic Impact Study 9 2016 DEVELOPMENT SCENARIO The 2016 development scenario analyses were performed for conditions with site generated traffic added to the existing transportation network traffic. Analyses performed for this scenario include trip generation, distribution, and assignment, signal warrant analysis, turn lane warrant analysis, and access spacing analysis. These analyses were performed for the following site access alternatives: • Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • Alternative 3: Restricted access right-in and right-out (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane • Alternative 4: Restricted access RIRO off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Alternative 5: Restricted access off Highland Boulevard right-in and right and left-out (RIRLO) and East Main Street left and right-in and right out (LRIRO), Full access off of Haggerty Lane The intersection of Haggerty Lane and East Main Street was analyzed as a signalized intersection for each site access alternative as it was found to meet signalization warrants under existing peak hour conditions. Trip Generation Site generated traffic was estimated using the Institute of Transportation Engineers’ (ITE) Trip Generation Manual. Applying the applicable ITE land use categories, daily, AM and PM Peak hour trips were calculated for the proposed development as seen in Table 4 and Table 5. Table 4 - Development Trip Generation Summary Square Footage Independent Variable Trip Generation Rate AM Peak Hr Trips (avg.) Trip Generation Rate PM Peak Hr Trips (avg.) Trip Generation Rate Weekday Trips (avg.) Trip Generation Rate Weekday Trips (min.) 33000 1000 sf 1.56 51 1.49 49 11.03 364 3.58 118 10800 1000 sf 10.81 117 9.85 106 127.15 1373 73.51 794 12 units 0.46 6 0.58 7 6.59 79 5.10 0 3000 1000 sf 2.39 7 3.57 11 36.13 108 23.16 69 12404 1000 sf 1.80 22 1.74 22 11.65 145 5.33 66 17000 1000 sf 0 2.71 46 44.32 753 21.30 362 23736 1000 sf 3.41 81 9.48 225 102.24 2427 68.65 1629 2991 1000 sf 0.30 1 0.32 1 3.56 11 1.51 5 102943 285 467 5260 3044 General Office Building High-Turnover (Sit-Down) Restaurant Low Rise Apartment Land Use Category Development Totals by Land Use Category Medical -Dental Office Building Single Tenant Office Building Specialty Retail Center Supermarket Warehousing Entering Leaving Entering Leaving Entering Leaving General Office Building 45 6 8 41 182 182 High-Turnover (Sit-Down) Restaurant 64 53 64 43 687 687 Low Rise Apartment 1 4 5 2 40 40 Medical -Dental Office Building 6 2 4 7 54 54 Single Tenant Office Building 20 2 3 18 72 72 Specialty Retail Center 0 0 26 20 332 422 Supermarket 50 31 115 110 1213 1213 Warehousing 1 0 0 1 5 5 Total 187 98 224 242 2585 2675 Land Use Type Trips AM PM Weekday Table 5 - Development Trips by Land Use Category East Main Street Development Traffic Impact Study 10 Trip Distribution and Assignment Trip distribution refers to the origin for entering trips and the destination for exiting trips to and from the proposed site. The origins and destinations for site generated traffic were estimated based on existing average daily traffic on functionally classified roadways in the study area. Estimated site generated trip distribution can be seen in Table 6. Table 6 - Development Trip Origin/Distribution Summary Trip assignment is the designated routing of trips between origin and destination. Trips were assigned to the existing road network based on engineering judgement, estimating the most ideal and reasonable route between origins and destination. It is assumed that most traffic to and from the proposed development site will use major roadways and avoid unclassified roadways, as roads provide the most direct route to the site. The assumptions seen in Figure 6, Figure 7, Figure 8, Figure 9, and Figure 10 were applied in order to estimate trip assignments within the study area. Entering Exiting Entering Exiting E Main St (W of Site)12680 40.1%75 39 90 97 E Main St (E of Site)7440 23.6%44 23 53 57 Highland Blvd 8640 27.4%51 27 61 66 Haggerty Ln 2830 9.0%17 9 20 22 31590 Trip Origin/Destination %Origin/Destination ADT AM PM East Main Street Development Traffic Impact Study 11 Alternative 1 - Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination Highland Blvd – 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of trips from this origin/destination) Origin/Destination Haggerty Ln – 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 6 - Alternative 1 Trip Assignment East Main Street Development Traffic Impact Study 12 Alternative 2 - Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (100% of trips from this origin/destination) Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (100% of trips from this origin/destination) Origin/Destination Highland Blvd – 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of trips from this origin/destination) Origin/Destination Haggerty Ln – 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 7 - Alternative 2 Trip Assignment East Main Street Development Traffic Impact Study 13 Alternative 3 - Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (50% of entering trips from this origin/destination) o Route: E Main St to E Main St Access (50% of entering trips and 100% of exiting trips from this origin/destination) Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination Highland Blvd – 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of entering trips from this origin/destination) o Route: Highland Blvd to East Main Street Access (50% of exiting trips from this origin/destination) o Route: Highland Blvd to Haggerty Lane Access (50% of exiting trips from this origin/destination) Origin/Destination Haggerty Ln – 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 8 - Alternative 3 Trip Assignment East Main Street Development Traffic Impact Study 14 Alternative 4 - Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (100% of exiting trips from this origin/destination) o Route: E Main St to E Main St Access (100% of entering trips from this origin/destination) Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (100% of entering trips from this origin/destination, 50% of exiting trips from this origin/destination) o Route: E Main St to E Main St Access (50% of exiting trips from this origin/destination) Origin/Destination Highland Blvd – 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of entering trips from this origin/destination) o Route: Highland Blvd to Haggerty Lane Access (100% of exiting trips from this origin/destination) Origin/Destination Haggerty Ln – 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 9 - Alternative 4 Trip Assignment East Main Street Development Traffic Impact Study 15 Alternative 5 - Restricted access off of Highland Boulevard (RIRLO) and East Main Street (LRIRO), Full access off of Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (50% of entering trips from this origin/destination, 100% of exiting trips from this origin/destination) o Route: E Main St to E Main St Access (50% of entering trips from this origin/destination) Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination Highland Blvd – 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of trips from this origin/destination) Origin/Destination Haggerty Ln – 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 10 - Alternative 5 Trip Assignment East Main Street Development Traffic Impact Study 16 Signal Warrant Analysis Peak hour turning movement volumes including both development generated traffic and existing traffic volumes can be seen in Figure 11, Figure 12, Figure 13, Figure 14 and Figure 15. These volumes were used in the signal warrant analyses for each development scenario. The eight-hour volume, four-hour volume and peak hour volume warrants were met at the intersection of Haggerty Lane and East Main Street under development traffic conditions. The four-hour and peak hour volume warrants were also met under background traffic conditions. If left unsignalized this intersection is expected to operate at LOS “F” during peak hour operations. No other unsignalized study intersections warranted signalization under development traffic conditions. East Main Street Development Traffic Impact Study 17 Figure 11 - Alternative 1: 2016 Development Traffic Volumes East Main Street Development Traffic Impact Study 18 Figure 12 - Alternative 2: 2016 Development Traffic Volumes East Main Street Development Traffic Impact Study 19 Figure 13 - Alternative 3: 2016 Development Traffic Volumes East Main Street Development Traffic Impact Study 20 Figure 14 - Alternative 4: 2016 Development Traffic Volumes East Main Street Development Traffic Impact Study 21 Figure 15 - Alternative 5: 2016 Development Traffic Volumes East Main Street Development Traffic Impact Study 22 Intersection Capacity Analysis Results Intersection capacity analyses were performed for weekday AM peak hour and PM peak hour traffic conditions at all study intersections under the 2016 completed development scenario. (See Table 7) Capacity analyses were performed for the following site access alternatives: • Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • Alternative 3: Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Street and Haggerty Lane • Alternative 4: Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Alternative 5: Restricted access off of Highland Boulevard (RIRLO) and East Main Street (LRIRO), Full access off of Haggerty Lane Table 7 - 2016 Development Scenario Intersection Capacity Analysis Results Existing Alternative 1 Alternative 2 Alternative 3 Alternative 4 Alternative 5 Alternative 5# Alternative 5* Overall Overall Overall Overall Overall Overall Overall Overall B C C C C C C B 14.0 23.5 25.1 25.0 26.0 25.8 26.0 19.6 C D D D D D D C 21.3 37.4 48.2 38.2 48.7 48.7 48.7 24.8 A A A A A A A A 0.5 0.9 0.9 1.0 0.9 0.9 0.9 1.0 A A A A A A A A 1.0 1.3 1.3 1.3 1.3 1.3 1.3 1.3 A A A A A A A A 0.4 0.7 0.7 0.7 0.7 0.7 0.7 0.7 A A A A A A A A 0.2 0.4 0.4 0.4 0.4 0.4 0.4 0.4 A A A A A A C A 2.9 7.7 8.3 7.7 7.8 7.7 16.0 7.7 B C C C C C F C 12.1 22.8 28.8 22.8 27.1 22.2 1540.9 22.2 A A A A A A 0.3 0.4 0.1 0.1 0.1 0.1 A A A A A A 1.0 1.1 0.3 0.4 0.4 0.4 A A A A A A A 1.0 1.6 0.2 0.3 0.7 0.7 0.7 A A A A A A A 1.5 2.6 0.6 1.2 1.6 1.6 1.6 A A A A A A A 0.9 1.2 1.1 1.3 0.9 0.9 0.9 A A A A A A A 2.0 3.0 2.2 2.3 2.0 2.0 2.0 # Alternative 5 with Two-way stop controlled Haggerty Ln and Main St intersection * Alternative 5 with double northbound left-turn lanes at Highland Blvd and Main St intersection Highland Boulevard & East Curtiss Street AM Peak PM Peak Intersection Time Period East Main Street & Highland Boulevard AM Peak PM Peak East Main Street & Cypress Street AM Peak PM Peak East Main Street & Haggerty Lane AM Peak PM Peak Development Access & Haggerty Lane AM Peak PM Peak Development Access & East Main Street AM Peak PM Peak Development Access & Highland Boulevard AM Peak PM Peak East Main Street Development Traffic Impact Study 23 As seen in Table 7, the intersection of Highland Boulevard and Main Street is expected to operate deficiently during PM peak hour operations under all single northbound turn-lane scenarios. The northbound approach is expected to operate at LOS “D”, with the northbound left-turn movements operating at LOS “F”. Provision of double left turn lanes improves overall intersection LOS to LOS “C”, with northbound left turns operating at LOS “C”. Haggerty Lane and East Main Street westbound left-turn movements also experienced deficient levels of delay (LOS “D”) under all signal-controlled scenarios. A summary of the proposed alternatives’ benefits and weaknesses (associated with how well each of the site accesses would perform) is provided in Table 8. Detailed capacity analysis results are provided in Appendix B. East Main Street Development Traffic Impact Study 24 Table 8 – Alternatives’ Benefit & Weakness Summary Benefits Weaknesses Alternative 1 Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Full accesses off East Main Street, Highland Boulevard, and Haggerty Lane. • Highland Boulevard access westbound left-turn movements experience 27.8 s delay (LOS “D”) during PM peak hour conditions. Alternative 2 Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • No private access onto East Main Street • Highland Boulevard access westbound left-turn movements experience 25.9 s delay (LOS “D”) during PM peak hour conditions and 33.3s delay (LOS “D”) during PM peak hour conditions. • Haggerty Lane and East Main Street intersection northbound approach experience 37.3 s delay (LOS “D”) during PM peak hour conditions. • No access from East Main Street. Alternative 3 Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane • Highland Boulevard and East Curtiss Street intersection eastbound approach experience 25.2 s delay (LOS “D”) during AM peak hour conditions. Alternative 4 Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Access for development traffic wanting to head south on Highland Boulevard is convoluted due to left turns prohibited from exiting the Highland Road and East Main Street accesses. • Access into the development for cars travelling west on East Main is limited to Haggerty Lane. • Haggerty Lane and East Main Street intersection northbound approach experience 41.1s delay (LOS “D”) during PM peak hour conditions. Alternative 5 Restricted access off of Highland Boulevard (RIRLO) and East Main Street (LRIRO), Full access off of Haggerty Lane • Resolves weaknesses attributed to Alternative 4. • Restricted access configurations require special median or channelization treatments to control traffic movements. These can increase maintenance. • Haggerty Lane and East Main Street intersection northbound approach experiences 44.0 s delay (LOS “D”) during PM peak hour conditions. Legend RIRO: Right-in, Right-out Access Control RIRLO: Right-in, Right/Left-out Access Control LRIRO: Left/Right-in, Right-out Access Control East Main Street Development Traffic Impact Study 25 Access Spacing Analysis The proposed site plan shows single accesses centrally located in the development connecting to Highland Boulevard and East Main Street. This equates to one new access onto Highland Boulevard and four fewer accesses onto East Main Street. Two accesses are proposed onto Haggerty Lane, which matches the number of accesses present at this time. The northern access onto Haggerty Lane is proposed to be moved south to provide further separation from the Main Street intersection. No access connection from the development to the existing private road across from East Curtiss Street is being proposed due to grade issues. The existing 465 feet of frontage on East Main Street between Highland Boulevard and Haggerty Lane only allows 213 feet and 237 feet between accesses under the current site plan (See Figure 2). This does not provide the minimum access spacing distance prescribed by Bozeman city code. According to the code, development access would require 660 feet for a full access or 315 feet for a partial access. A Highland Boulevard access requires 660 feet of spacing distance for a full access or 315 feet of spacing distance for a partial accesses under city code. A distance of approximately 545 feet is available between East Main Street and East Curtiss Street. The proposed access provides 327 feet of separation from East Main Street and 197 feet of separation from East Curtiss Street. Assuming partial access, it is possible to satisfy the minimum spacing requirements between a Highland Boulevard development access and East Main street, however, this access would fail to meet minimum spacing requirements with East Curtiss Street. The proposed full accesses on Haggerty Lane do not meet the minimum 660 feet spacing for full access or the 315 feet spacing for partial access on arterial streets. One planned access is located approximately 146 feet south of East Main Street and the proposed J & H Inc. access is located only 32 feet north of the alley and 60 feet south of the other proposed site access. The Haggerty Lane accesses were analyzed as a single access. The Haggerty Lane access was evaluated to determine the level of benefit that could be seen by using left and right turn lanes. Left and Right turn lanes at the Haggerty exit only reduce delay from 12.0 to 11.4 s. The northbound lane only experiences 1.2 seconds of total delay and 3.0 seconds delay for left turning vehicles. Therefore, insufficient benefit was realized by the addition of left and right turn lanes at the driveway for the development. Proposed development access spacing can be seen in Figure 2. Other Access Spacing Considerations Aside from concerns regarding access to the proposed development, there are other private accesses across from the development and along both Highland Boulevard and East Main Street (See Figure 1). These private accesses currently have full access and do not meet minimum access spacing distances found in the Bozeman city code. If access to the proposed development were to be restricted, many of these existing establishments could have impacts to their own level of access. Queuing Analysis Queues from the capacity analysis were used to determine whether there will be potential issues with proposed access spacing. Under average peak hour queuing conditions the proposed development accesses are not expected to experience any blockage. However, under 95th percentile queuing conditions access blockages become an issue for the following turning movements: • Right-turning vehicles entering and exiting at the Highland Boulevard access. This is resolved if the northbound left turn lane becomes a double left. • Left-turning vehicles entering and exiting at the Haggerty Lane accesses • All vehicles exiting at the East Main Street access. East Main Street Development Traffic Impact Study 26 • Left-turning vehicles entering the East Main Street access Anticipated average and 95th percentile queues at the study intersections are shown in Figure 16- Figure 19. Full queuing details can be found in Appendix B. Figure 16 – Alt 1 Anticipated Queuing East Main Street Development Traffic Impact Study 27 Figure 17 - Alt 2 Anticipated Queuing East Main Street Development Traffic Impact Study 28 Figure 18 - Alt 3 & Alt 4 Anticipated Queuing East Main Street Development Traffic Impact Study 29 Figure 19 - Alt 5 Anticipated Queuing East Main Street Development Traffic Impact Study 30 Bicycle and Pedestrian Facilities On-street bicycle facilities are currently located on both sides of the East Main Street and Haggerty Lane roadways. Sidewalks running along East Main Street conclude at Highland Boulevard on the southern side and between Highland Boulevard and Haggerty Lane on the northern side. A shared-use path runs along the western side of Highland Boulevard. The proposed site plan shows how sidewalks are proposed to connect to building and parking areas within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing Highland Boulevard. It is recommended that these crossings be promoted to occur at the north approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the East Main Street traffic signal along with the existing crossing further south along Highland Boulevard. East Main Street Development Traffic Impact Study 31 RECOMMENDATIONS Warranted signalization of the Haggerty Lane and East Main Street intersection is recommended as it would reduce delay and improve LOS under both existing and development conditions. Signalization would greatly improve the northbound approach from LOS “F” under existing PM peak hour stop- controlled conditions to LOS “D” under development PM peak signalized conditions. If this intersection was left unsignalized, it would result in higher delays and operate at LOS “F”. Based on the analysis conducted on five alternatives for access to the development, it is recommended that Alternative 5 be advanced as the preferred alternative. Improvements to the northbound left turn at Highland Boulevard and East Main Street are needed, and double left turn lanes should be installed. Alternative 5 provides good traffic operations for all adjacent roadways and provides slightly less access restrictions than Alternative 4. Access to and from the development is superior to Alternative 4 as traffic to and from all directions has good options for entering and leaving the site. The proposed site plan shows how sidewalks are proposed to connect to building and parking areas within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. It is recommended that sidewalks be installed as is shown in the proposed site plan. Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing Highland Boulevard. It is recommended that these crossings be promoted to occur at the north approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the East Main Street traffic signal along with the existing crossing further south along Highland Boulevard. Appendix A: Turning Movement Counts Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 1 Turning Movement Data Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:00 AM 0 0 0 1 0 7 0 2 4 9 9 65 0 0 74 0 65 15 0 80 163 7:15 AM 0 0 0 0 0 12 0 4 0 16 9 76 0 1 85 0 63 16 0 79 180 7:30 AM 0 0 0 1 0 22 0 7 0 29 10 127 0 0 137 0 92 12 0 104 270 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 Hourly Total 0 0 0 4 0 72 0 14 5 86 32 413 0 2 445 0 375 74 1 449 980 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 8:45 AM 1 0 0 0 1 16 0 4 0 20 13 113 1 0 127 0 122 26 0 148 296 Hourly Total 1 0 0 4 1 78 0 26 3 104 50 476 1 4 527 1 491 109 0 601 1233 *** BREAK ***--------------------- 4:00 PM 1 0 0 4 1 17 0 8 1 25 27 148 0 4 175 0 148 18 2 166 367 4:15 PM 1 0 0 2 1 19 0 12 1 31 32 127 1 0 160 0 131 31 2 162 354 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 Hourly Total 2 1 1 8 4 91 0 40 8 131 99 569 5 6 673 0 609 116 6 725 1533 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 5:30 PM 0 0 0 3 0 27 0 7 1 34 20 147 0 0 167 0 123 26 0 149 350 5:45 PM 0 0 0 1 0 22 0 4 1 26 20 137 0 1 157 0 118 27 1 145 328 Hourly Total 2 0 0 9 2 134 0 22 8 156 73 675 1 4 749 0 586 124 3 710 1617 Grand Total 5 1 1 25 7 375 0 102 24 477 254 2133 7 16 2394 1 2061 423 10 2485 5363 Approach %71.4 14.3 14.3 --78.6 0.0 21.4 --10.6 89.1 0.3 --0.0 82.9 17.0 --- Total %0.1 0.0 0.0 -0.1 7.0 0.0 1.9 -8.9 4.7 39.8 0.1 -44.6 0.0 38.4 7.9 -46.3 - Motorcycles 0 0 0 -0 1 0 0 -1 2 6 0 -8 0 7 0 -7 16 % Motorcycles 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.8 0.3 0.0 -0.3 0.0 0.3 0.0 -0.3 0.3 Cars 5 0 1 -6 263 0 65 -328 190 1639 7 -1836 1 1601 341 -1943 4113 % Cars 100.0 0.0 100.0 -85.7 70.1 -63.7 -68.8 74.8 76.8 100.0 -76.7 100.0 77.7 80.6 -78.2 76.7 Light GoodsVehicles 0 0 0 -0 91 0 27 -118 50 401 0 -451 0 408 72 -480 1049 % Light GoodsVehicles 0.0 0.0 0.0 -0.0 24.3 -26.5 -24.7 19.7 18.8 0.0 -18.8 0.0 19.8 17.0 -19.3 19.6 Buses 0 0 0 -0 1 0 0 -1 1 19 0 -20 0 9 1 -10 31 % Buses 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.4 0.9 0.0 -0.8 0.0 0.4 0.2 -0.4 0.6 Single-UnitTrucks 0 0 0 -0 9 0 7 -16 3 32 0 -35 0 25 4 -29 80 % Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.4 -6.9 -3.4 1.2 1.5 0.0 -1.5 0.0 1.2 0.9 -1.2 1.5 ArticulatedTrucks 0 0 0 -0 4 0 2 -6 1 20 0 -21 0 10 4 -14 41 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 1.1 -2.0 -1.3 0.4 0.9 0.0 -0.9 0.0 0.5 0.9 -0.6 0.8 Bicycles onRoad 0 1 0 -1 6 0 1 -7 7 16 0 -23 0 1 1 -2 33 % Bicycles onRoad 0.0 100.0 0.0 -14.3 1.6 -1.0 -1.5 2.8 0.8 0.0 -1.0 0.0 0.0 0.2 -0.1 0.6 Pedestrians ---25 ----24 ----16 ----10 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 2 10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 2 1 3 531 328 859 122 118 240 2 1 3 21 29 50 678 477 1155 0 0 1 0 65 0 263 0 27 0 91 0 0 0 1 0 10 0 19 24 102 0 375 24 R T L P 2509872049219037Out2485451048019437In499413230972384614TotalWestbound Approach [E]R42391723410T206136940816017L100010P101000000 0 0 8 6 14 0 0 0 0 0 0 0 1 1 8 7 15 Out In Total Northbound Approach [S] L T R P 0 0 0 0 5 0 1 0 0 0 0 0 0 0 0 0 0 1 0 25 5 1 1 25Eastbound Approach [W]Total153507886291254562In8183645120792394Out716714359462168219050111254L6163940119682133T070007R00001616PTurning Movement Data Plot Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 3 Turning Movement Peak Hour Data (7:45 AM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 Total 0 0 0 6 0 93 0 23 4 116 41 508 0 5 549 1 524 114 1 639 1304 Approach %NaN NaN NaN --80.2 0.0 19.8 --7.5 92.5 0.0 --0.2 82.0 17.8 --- Total %0.0 0.0 0.0 -0.0 7.1 0.0 1.8 -8.9 3.1 39.0 0.0 -42.1 0.1 40.2 8.7 -49.0 - PHF 0.000 0.000 0.000 -0.000 0.750 0.000 0.575 -0.906 0.603 0.876 0.000 -0.921 0.250 0.845 0.919 -0.859 0.888 Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 1 0 -1 1 % Motorcycles -----0.0 -0.0 -0.0 0.0 0.0 --0.0 0.0 0.2 0.0 -0.2 0.1 Cars 0 0 0 -0 68 0 16 -84 33 394 0 -427 1 388 87 -476 987 % Cars -----73.1 -69.6 -72.4 80.5 77.6 --77.8 100.0 74.0 76.3 -74.5 75.7 Light GoodsVehicles 0 0 0 -0 19 0 5 -24 7 93 0 -100 0 121 22 -143 267 % Light GoodsVehicles -----20.4 -21.7 -20.7 17.1 18.3 --18.2 0.0 23.1 19.3 -22.4 20.5 Buses 0 0 0 -0 0 0 0 -0 1 2 0 -3 0 2 0 -2 5 % Buses -----0.0 -0.0 -0.0 2.4 0.4 --0.5 0.0 0.4 0.0 -0.3 0.4 Single-UnitTrucks 0 0 0 -0 2 0 1 -3 0 12 0 -12 0 8 1 -9 24 % Single-UnitTrucks -----2.2 -4.3 -2.6 0.0 2.4 --2.2 0.0 1.5 0.9 -1.4 1.8 ArticulatedTrucks 0 0 0 -0 2 0 1 -3 0 6 0 -6 0 3 4 -7 16 % ArticulatedTrucks -----2.2 -4.3 -2.6 0.0 1.2 --1.1 0.0 0.6 3.5 -1.1 1.2 Bicycles onRoad 0 0 0 -0 2 0 0 -2 0 1 0 -1 0 1 0 -1 4 % Bicycles onRoad -----2.2 -0.0 -1.7 0.0 0.2 --0.2 0.0 0.2 0.0 -0.2 0.3 Pedestrians ---6 ----4 ----5 ----1 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 4 Peak Hour Data 10/22/2015 7:45 AMEnding At10/22/2015 8:45 AM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 120 84 204 29 24 53 1 0 1 5 8 13 155 116 271 0 0 0 0 16 0 68 0 5 0 19 0 0 0 0 0 2 0 6 4 23 0 93 4 R T L P 6012521124620Out6391721434761In12404242559381TotalWestbound Approach [E]R1145022870T5241221213881L100010P1100000 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 Out In Total Northbound Approach [S] L T R P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6Eastbound Approach [W]Total18312265331096In0427100319549Out140412621454703371041L039493219508T000000R000055PTurning Movement Peak Hour Data Plot (7:45 AM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 5 Turning Movement Peak Hour Data (4:30 PM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 Total 2 1 1 7 4 140 0 31 12 171 73 685 5 5 763 0 675 138 4 813 1751 Approach %50.0 25.0 25.0 --81.9 0.0 18.1 --9.6 89.8 0.7 --0.0 83.0 17.0 --- Total %0.1 0.1 0.1 -0.2 8.0 0.0 1.8 -9.8 4.2 39.1 0.3 -43.6 0.0 38.5 7.9 -46.4 - PHF 0.500 0.250 0.250 -0.500 0.778 0.000 0.554 -0.891 0.730 0.808 0.417 -0.822 0.000 0.932 0.958 -0.937 0.879 Motorcycles 0 0 0 -0 0 0 0 -0 1 0 0 -1 0 1 0 -1 2 % Motorcycles 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 1.4 0.0 0.0 -0.1 -0.1 0.0 -0.1 0.1 Cars 2 0 1 -3 96 0 22 -118 47 545 5 -597 0 549 119 -668 1386 % Cars 100.0 0.0 100.0 -75.0 68.6 -71.0 -69.0 64.4 79.6 100.0 -78.2 -81.3 86.2 -82.2 79.2 Light GoodsVehicles 0 0 0 -0 38 0 9 -47 18 119 0 -137 0 109 17 -126 310 % Light GoodsVehicles 0.0 0.0 0.0 -0.0 27.1 -29.0 -27.5 24.7 17.4 0.0 -18.0 -16.1 12.3 -15.5 17.7 Buses 0 0 0 -0 0 0 0 -0 0 5 0 -5 0 3 0 -3 8 % Buses 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.7 0.0 -0.7 -0.4 0.0 -0.4 0.5 Single-UnitTrucks 0 0 0 -0 4 0 0 -4 1 5 0 -6 0 9 2 -11 21 % Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.9 -0.0 -2.3 1.4 0.7 0.0 -0.8 -1.3 1.4 -1.4 1.2 ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 4 0 -4 0 4 0 -4 8 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.6 0.0 -0.5 -0.6 0.0 -0.5 0.5 Bicycles onRoad 0 1 0 -1 2 0 0 -2 6 7 0 -13 0 0 0 -0 16 % Bicycles onRoad 0.0 100.0 0.0 -25.0 1.4 -0.0 -1.2 8.2 1.0 0.0 -1.7 -0.0 0.0 -0.0 0.9 Pedestrians ---7 ----12 ----5 ----4 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 6 Peak Hour Data 10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 1 0 1 166 118 284 35 47 82 0 0 0 10 6 16 212 171 383 0 0 0 0 22 0 96 0 9 0 38 0 0 0 0 0 0 0 6 12 31 0 140 12 R T L P 8262251576420Out8131531266681In163937828313101TotalWestbound Approach [E]R13820171190T6751331095491L000000P4400000 0 0 5 3 8 0 0 0 0 0 0 0 1 1 5 4 9 Out In Total Northbound Approach [S] L T R P 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 1 0 7 2 1 1 7Eastbound Approach [W]Total211702558361471In1597137523763Out1573118313708147180773L0545119516685T050005R000055PTurning Movement Peak Hour Data Plot (4:30 PM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 1 Turning Movement Data Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:00 AM 0 0 0 1 0 7 0 2 4 9 9 65 0 0 74 0 65 15 0 80 163 7:15 AM 0 0 0 0 0 12 0 4 0 16 9 76 0 1 85 0 63 16 0 79 180 7:30 AM 0 0 0 1 0 22 0 7 0 29 10 127 0 0 137 0 92 12 0 104 270 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 Hourly Total 0 0 0 4 0 72 0 14 5 86 32 413 0 2 445 0 375 74 1 449 980 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 8:45 AM 1 0 0 0 1 16 0 4 0 20 13 113 1 0 127 0 122 26 0 148 296 Hourly Total 1 0 0 4 1 78 0 26 3 104 50 476 1 4 527 1 491 109 0 601 1233 *** BREAK ***--------------------- 4:00 PM 1 0 0 4 1 17 0 8 1 25 27 148 0 4 175 0 148 18 2 166 367 4:15 PM 1 0 0 2 1 19 0 12 1 31 32 127 1 0 160 0 131 31 2 162 354 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 Hourly Total 2 1 1 8 4 91 0 40 8 131 99 569 5 6 673 0 609 116 6 725 1533 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 5:30 PM 0 0 0 3 0 27 0 7 1 34 20 147 0 0 167 0 123 26 0 149 350 5:45 PM 0 0 0 1 0 22 0 4 1 26 20 137 0 1 157 0 118 27 1 145 328 Hourly Total 2 0 0 9 2 134 0 22 8 156 73 675 1 4 749 0 586 124 3 710 1617 Grand Total 5 1 1 25 7 375 0 102 24 477 254 2133 7 16 2394 1 2061 423 10 2485 5363 Approach %71.4 14.3 14.3 --78.6 0.0 21.4 --10.6 89.1 0.3 --0.0 82.9 17.0 --- Total %0.1 0.0 0.0 -0.1 7.0 0.0 1.9 -8.9 4.7 39.8 0.1 -44.6 0.0 38.4 7.9 -46.3 - Motorcycles 0 0 0 -0 1 0 0 -1 2 6 0 -8 0 7 0 -7 16 % Motorcycles 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.8 0.3 0.0 -0.3 0.0 0.3 0.0 -0.3 0.3 Cars 5 0 1 -6 263 0 65 -328 190 1639 7 -1836 1 1601 341 -1943 4113 % Cars 100.0 0.0 100.0 -85.7 70.1 -63.7 -68.8 74.8 76.8 100.0 -76.7 100.0 77.7 80.6 -78.2 76.7 Light GoodsVehicles 0 0 0 -0 91 0 27 -118 50 401 0 -451 0 408 72 -480 1049 % Light GoodsVehicles 0.0 0.0 0.0 -0.0 24.3 -26.5 -24.7 19.7 18.8 0.0 -18.8 0.0 19.8 17.0 -19.3 19.6 Buses 0 0 0 -0 1 0 0 -1 1 19 0 -20 0 9 1 -10 31 % Buses 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.4 0.9 0.0 -0.8 0.0 0.4 0.2 -0.4 0.6 Single-UnitTrucks 0 0 0 -0 9 0 7 -16 3 32 0 -35 0 25 4 -29 80 % Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.4 -6.9 -3.4 1.2 1.5 0.0 -1.5 0.0 1.2 0.9 -1.2 1.5 ArticulatedTrucks 0 0 0 -0 4 0 2 -6 1 20 0 -21 0 10 4 -14 41 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 1.1 -2.0 -1.3 0.4 0.9 0.0 -0.9 0.0 0.5 0.9 -0.6 0.8 Bicycles onRoad 0 1 0 -1 6 0 1 -7 7 16 0 -23 0 1 1 -2 33 % Bicycles onRoad 0.0 100.0 0.0 -14.3 1.6 -1.0 -1.5 2.8 0.8 0.0 -1.0 0.0 0.0 0.2 -0.1 0.6 Pedestrians ---25 ----24 ----16 ----10 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 2 10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 2 1 3 531 328 859 122 118 240 2 1 3 21 29 50 678 477 1155 0 0 1 0 65 0 263 0 27 0 91 0 0 0 1 0 10 0 19 24 102 0 375 24 R T L P 2509872049219037Out2485451048019437In499413230972384614TotalWestbound Approach [E]R42391723410T206136940816017L100010P101000000 0 0 8 6 14 0 0 0 0 0 0 0 1 1 8 7 15 Out In Total Northbound Approach [S] L T R P 0 0 0 0 5 0 1 0 0 0 0 0 0 0 0 0 0 1 0 25 5 1 1 25Eastbound Approach [W]Total153507886291254562In8183645120792394Out716714359462168219050111254L6163940119682133T070007R00001616PTurning Movement Data Plot Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 3 Turning Movement Peak Hour Data (7:45 AM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 Total 0 0 0 6 0 93 0 23 4 116 41 508 0 5 549 1 524 114 1 639 1304 Approach %NaN NaN NaN --80.2 0.0 19.8 --7.5 92.5 0.0 --0.2 82.0 17.8 --- Total %0.0 0.0 0.0 -0.0 7.1 0.0 1.8 -8.9 3.1 39.0 0.0 -42.1 0.1 40.2 8.7 -49.0 - PHF 0.000 0.000 0.000 -0.000 0.750 0.000 0.575 -0.906 0.603 0.876 0.000 -0.921 0.250 0.845 0.919 -0.859 0.888 Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 1 0 -1 1 % Motorcycles -----0.0 -0.0 -0.0 0.0 0.0 --0.0 0.0 0.2 0.0 -0.2 0.1 Cars 0 0 0 -0 68 0 16 -84 33 394 0 -427 1 388 87 -476 987 % Cars -----73.1 -69.6 -72.4 80.5 77.6 --77.8 100.0 74.0 76.3 -74.5 75.7 Light GoodsVehicles 0 0 0 -0 19 0 5 -24 7 93 0 -100 0 121 22 -143 267 % Light GoodsVehicles -----20.4 -21.7 -20.7 17.1 18.3 --18.2 0.0 23.1 19.3 -22.4 20.5 Buses 0 0 0 -0 0 0 0 -0 1 2 0 -3 0 2 0 -2 5 % Buses -----0.0 -0.0 -0.0 2.4 0.4 --0.5 0.0 0.4 0.0 -0.3 0.4 Single-UnitTrucks 0 0 0 -0 2 0 1 -3 0 12 0 -12 0 8 1 -9 24 % Single-UnitTrucks -----2.2 -4.3 -2.6 0.0 2.4 --2.2 0.0 1.5 0.9 -1.4 1.8 ArticulatedTrucks 0 0 0 -0 2 0 1 -3 0 6 0 -6 0 3 4 -7 16 % ArticulatedTrucks -----2.2 -4.3 -2.6 0.0 1.2 --1.1 0.0 0.6 3.5 -1.1 1.2 Bicycles onRoad 0 0 0 -0 2 0 0 -2 0 1 0 -1 0 1 0 -1 4 % Bicycles onRoad -----2.2 -0.0 -1.7 0.0 0.2 --0.2 0.0 0.2 0.0 -0.2 0.3 Pedestrians ---6 ----4 ----5 ----1 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 4 Peak Hour Data 10/22/2015 7:45 AMEnding At10/22/2015 8:45 AM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 120 84 204 29 24 53 1 0 1 5 8 13 155 116 271 0 0 0 0 16 0 68 0 5 0 19 0 0 0 0 0 2 0 6 4 23 0 93 4 R T L P 6012521124620Out6391721434761In12404242559381TotalWestbound Approach [E]R1145022870T5241221213881L100010P1100000 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 Out In Total Northbound Approach [S] L T R P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6Eastbound Approach [W]Total18312265331096In0427100319549Out140412621454703371041L039493219508T000000R000055PTurning Movement Peak Hour Data Plot (7:45 AM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 5 Turning Movement Peak Hour Data (4:30 PM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 Total 2 1 1 7 4 140 0 31 12 171 73 685 5 5 763 0 675 138 4 813 1751 Approach %50.0 25.0 25.0 --81.9 0.0 18.1 --9.6 89.8 0.7 --0.0 83.0 17.0 --- Total %0.1 0.1 0.1 -0.2 8.0 0.0 1.8 -9.8 4.2 39.1 0.3 -43.6 0.0 38.5 7.9 -46.4 - PHF 0.500 0.250 0.250 -0.500 0.778 0.000 0.554 -0.891 0.730 0.808 0.417 -0.822 0.000 0.932 0.958 -0.937 0.879 Motorcycles 0 0 0 -0 0 0 0 -0 1 0 0 -1 0 1 0 -1 2 % Motorcycles 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 1.4 0.0 0.0 -0.1 -0.1 0.0 -0.1 0.1 Cars 2 0 1 -3 96 0 22 -118 47 545 5 -597 0 549 119 -668 1386 % Cars 100.0 0.0 100.0 -75.0 68.6 -71.0 -69.0 64.4 79.6 100.0 -78.2 -81.3 86.2 -82.2 79.2 Light GoodsVehicles 0 0 0 -0 38 0 9 -47 18 119 0 -137 0 109 17 -126 310 % Light GoodsVehicles 0.0 0.0 0.0 -0.0 27.1 -29.0 -27.5 24.7 17.4 0.0 -18.0 -16.1 12.3 -15.5 17.7 Buses 0 0 0 -0 0 0 0 -0 0 5 0 -5 0 3 0 -3 8 % Buses 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.7 0.0 -0.7 -0.4 0.0 -0.4 0.5 Single-UnitTrucks 0 0 0 -0 4 0 0 -4 1 5 0 -6 0 9 2 -11 21 % Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.9 -0.0 -2.3 1.4 0.7 0.0 -0.8 -1.3 1.4 -1.4 1.2 ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 4 0 -4 0 4 0 -4 8 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.6 0.0 -0.5 -0.6 0.0 -0.5 0.5 Bicycles onRoad 0 1 0 -1 2 0 0 -2 6 7 0 -13 0 0 0 -0 16 % Bicycles onRoad 0.0 100.0 0.0 -25.0 1.4 -0.0 -1.2 8.2 1.0 0.0 -1.7 -0.0 0.0 -0.0 0.9 Pedestrians ---7 ----12 ----5 ----4 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 6 Peak Hour Data 10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 1 0 1 166 118 284 35 47 82 0 0 0 10 6 16 212 171 383 0 0 0 0 22 0 96 0 9 0 38 0 0 0 0 0 0 0 6 12 31 0 140 12 R T L P 8262251576420Out8131531266681In163937828313101TotalWestbound Approach [E]R13820171190T6751331095491L000000P4400000 0 0 5 3 8 0 0 0 0 0 0 0 1 1 5 4 9 Out In Total Northbound Approach [S] L T R P 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 1 0 7 2 1 1 7Eastbound Approach [W]Total211702558361471In1597137523763Out1573118313708147180773L0545119516685T050005R000055PTurning Movement Peak Hour Data Plot (4:30 PM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 1 Turning Movement Data Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:00 AM 2 40 6 2 48 8 40 22 0 70 7 0 0 1 7 1 0 3 0 4 129 7:15 AM 0 41 7 1 48 13 56 41 1 110 4 0 1 0 5 3 1 2 1 6 169 7:30 AM 2 58 11 1 71 26 78 64 0 168 3 0 2 1 5 14 4 5 0 23 267 7:45 AM 2 78 14 1 94 21 113 90 0 224 4 0 2 0 6 4 4 8 0 16 340 Hourly Total 6 217 38 5 261 68 287 217 1 572 18 0 5 2 23 22 9 18 1 49 905 8:00 AM 0 64 10 0 74 15 63 43 0 121 6 1 0 0 7 7 1 7 0 15 217 8:15 AM 1 53 14 1 68 12 46 60 0 118 5 1 0 0 6 3 1 14 1 18 210 8:30 AM 2 50 9 0 61 18 76 39 1 133 8 2 1 1 11 7 0 10 1 17 222 8:45 AM 0 57 14 0 71 18 75 40 1 133 7 1 0 1 8 16 1 9 0 26 238 Hourly Total 3 224 47 1 274 63 260 182 2 505 26 5 1 2 32 33 3 40 2 76 887 *** BREAK ***--------------------- 4:00 PM 1 98 13 1 112 15 71 9 0 95 38 2 4 0 44 15 0 23 0 38 289 4:15 PM 3 94 14 2 111 8 68 5 0 81 29 2 3 1 34 3 1 22 0 26 252 4:30 PM 0 110 10 5 120 9 78 7 0 94 41 2 1 1 44 8 1 30 0 39 297 4:45 PM 1 114 9 5 124 10 66 5 0 81 28 0 3 0 31 12 1 30 0 43 279 Hourly Total 5 416 46 13 467 42 283 26 0 351 136 6 11 2 153 38 3 105 0 146 1117 5:00 PM 0 120 12 3 132 13 73 10 1 96 34 1 4 3 39 20 0 31 2 51 318 5:15 PM 1 111 22 7 134 19 72 1 0 92 37 0 2 3 39 11 1 21 1 33 298 5:30 PM 0 80 12 1 92 7 70 2 8 79 24 0 1 2 25 12 0 10 10 22 218 5:45 PM 0 64 6 2 70 12 71 5 1 88 29 0 1 0 30 10 0 10 2 20 208 Hourly Total 1 375 52 13 428 51 286 18 10 355 124 1 8 8 133 53 1 72 15 126 1042 Grand Total 15 1232 183 32 1430 224 1116 443 13 1783 304 12 25 14 341 146 16 235 18 397 3951 Approach %1.0 86.2 12.8 --12.6 62.6 24.8 --89.1 3.5 7.3 --36.8 4.0 59.2 --- Total %0.4 31.2 4.6 -36.2 5.7 28.2 11.2 -45.1 7.7 0.3 0.6 -8.6 3.7 0.4 5.9 -10.0 - Motorcycles 0 0 1 -1 0 1 0 -1 0 0 0 -0 0 0 1 -1 3 % Motorcycles 0.0 0.0 0.5 -0.1 0.0 0.1 0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.0 0.4 -0.3 0.1 Cars 11 984 158 -1153 178 884 390 -1452 250 9 16 -275 116 12 194 -322 3202 % Cars 73.3 79.9 86.3 -80.6 79.5 79.2 88.0 -81.4 82.2 75.0 64.0 -80.6 79.5 75.0 82.6 -81.1 81.0 Light GoodsVehicles 4 220 21 -245 43 207 41 -291 50 1 4 -55 19 2 37 -58 649 % Light GoodsVehicles 26.7 17.9 11.5 -17.1 19.2 18.5 9.3 -16.3 16.4 8.3 16.0 -16.1 13.0 12.5 15.7 -14.6 16.4 Buses 0 8 1 -9 1 3 4 -8 3 0 2 -5 9 0 1 -10 32 % Buses 0.0 0.6 0.5 -0.6 0.4 0.3 0.9 -0.4 1.0 0.0 8.0 -1.5 6.2 0.0 0.4 -2.5 0.8 Single-UnitTrucks 0 17 1 -18 1 16 7 -24 0 1 2 -3 1 1 2 -4 49 % Single-UnitTrucks 0.0 1.4 0.5 -1.3 0.4 1.4 1.6 -1.3 0.0 8.3 8.0 -0.9 0.7 6.3 0.9 -1.0 1.2 ArticulatedTrucks 0 2 0 -2 1 4 1 -6 1 0 0 -1 0 0 0 -0 9 % ArticulatedTrucks 0.0 0.2 0.0 -0.1 0.4 0.4 0.2 -0.3 0.3 0.0 0.0 -0.3 0.0 0.0 0.0 -0.0 0.2 Bicycles onRoad 0 1 1 -2 0 1 0 -1 0 1 1 -2 1 1 0 -2 7 % Bicycles onRoad 0.0 0.1 0.5 -0.1 0.0 0.1 0.0 -0.1 0.0 8.3 4.0 -0.6 0.7 6.3 0.0 -0.5 0.2 Pedestrians ---32 ----13 ----14 ----18 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 2 10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 1 1 2 1428 1452 2880 307 291 598 12 8 20 23 31 54 1771 1783 3554 0 1 0 0 390 884 178 0 41 207 43 0 4 3 1 0 8 21 2 13 443 1116 224 13 R T L P 41962653451Out397610583221In81612121236672TotalWestbound Approach [E]R23521371941T16202120L14629191160P181800001 1 2 1016 1153 2169 230 245 475 14 9 23 26 22 48 1287 1430 2717 Out In Total Northbound Approach [S] L T R P 0 0 1 0 11 984 158 0 4 220 21 0 0 8 1 0 0 20 2 32 15 1232 183 32Eastbound Approach [W]Total0688102916815In02755556341Out04134741047402505031304L0910212T01642325R00001414PTurning Movement Data Plot Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 3 Turning Movement Peak Hour Data (7:30 AM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:30 AM 2 58 11 1 71 26 78 64 0 168 3 0 2 1 5 14 4 5 0 23 267 7:45 AM 2 78 14 1 94 21 113 90 0 224 4 0 2 0 6 4 4 8 0 16 340 8:00 AM 0 64 10 0 74 15 63 43 0 121 6 1 0 0 7 7 1 7 0 15 217 8:15 AM 1 53 14 1 68 12 46 60 0 118 5 1 0 0 6 3 1 14 1 18 210 Total 5 253 49 3 307 74 300 257 0 631 18 2 4 1 24 28 10 34 1 72 1034 Approach %1.6 82.4 16.0 --11.7 47.5 40.7 --75.0 8.3 16.7 --38.9 13.9 47.2 --- Total %0.5 24.5 4.7 -29.7 7.2 29.0 24.9 -61.0 1.7 0.2 0.4 -2.3 2.7 1.0 3.3 -7.0 - PHF 0.625 0.811 0.875 -0.816 0.712 0.664 0.714 -0.704 0.750 0.500 0.500 -0.857 0.500 0.625 0.607 -0.783 0.760 Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 % Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 Cars 5 199 45 -249 63 240 227 -530 13 1 2 -16 18 9 30 -57 852 % Cars 100.0 78.7 91.8 -81.1 85.1 80.0 88.3 -84.0 72.2 50.0 50.0 -66.7 64.3 90.0 88.2 -79.2 82.4 Light GoodsVehicles 0 45 4 -49 10 52 27 -89 5 0 1 -6 6 0 3 -9 153 % Light GoodsVehicles 0.0 17.8 8.2 -16.0 13.5 17.3 10.5 -14.1 27.8 0.0 25.0 -25.0 21.4 0.0 8.8 -12.5 14.8 Buses 0 2 0 -2 0 0 0 -0 0 0 0 -0 4 0 0 -4 6 % Buses 0.0 0.8 0.0 -0.7 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 14.3 0.0 0.0 -5.6 0.6 Single-UnitTrucks 0 5 0 -5 1 7 2 -10 0 0 1 -1 0 0 1 -1 17 % Single-UnitTrucks 0.0 2.0 0.0 -1.6 1.4 2.3 0.8 -1.6 0.0 0.0 25.0 -4.2 0.0 0.0 2.9 -1.4 1.6 ArticulatedTrucks 0 2 0 -2 0 1 1 -2 0 0 0 -0 0 0 0 -0 4 % ArticulatedTrucks 0.0 0.8 0.0 -0.7 0.0 0.3 0.4 -0.3 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.4 Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 1 0 -1 0 1 0 -1 2 % Bicycles onRoad 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 50.0 0.0 -4.2 0.0 10.0 0.0 -1.4 0.2 Pedestrians ---3 ----0 ----1 ----1 -- % Pedestrians ---100.0 ---------100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 4 Peak Hour Data 10/22/2015 7:30 AMEnding At10/22/2015 8:30 AM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 242 530 772 53 89 142 2 0 2 8 12 20 305 631 936 0 0 0 0 227 240 63 0 27 52 10 0 0 0 0 0 3 8 1 0 257 300 74 0 R T L P 12520141090Out72249570In19744231660TotalWestbound Approach [E]R34103300T1010090L28046180P1100000 0 0 260 249 509 59 49 108 4 2 6 9 7 16 332 307 639 Out In Total Northbound Approach [S] L T R P 0 0 0 0 5 199 45 0 0 45 4 0 0 2 0 0 0 7 0 3 5 253 49 3Eastbound Approach [W]Total02573306296In01660224Out0241270427201350018L010012T021014R000011PTurning Movement Peak Hour Data Plot (7:30 AM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 5 Turning Movement Peak Hour Data (4:30 PM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 4:30 PM 0 110 10 5 120 9 78 7 0 94 41 2 1 1 44 8 1 30 0 39 297 4:45 PM 1 114 9 5 124 10 66 5 0 81 28 0 3 0 31 12 1 30 0 43 279 5:00 PM 0 120 12 3 132 13 73 10 1 96 34 1 4 3 39 20 0 31 2 51 318 5:15 PM 1 111 22 7 134 19 72 1 0 92 37 0 2 3 39 11 1 21 1 33 298 Total 2 455 53 20 510 51 289 23 1 363 140 3 10 7 153 51 3 112 3 166 1192 Approach %0.4 89.2 10.4 --14.0 79.6 6.3 --91.5 2.0 6.5 --30.7 1.8 67.5 --- Total %0.2 38.2 4.4 -42.8 4.3 24.2 1.9 -30.5 11.7 0.3 0.8 -12.8 4.3 0.3 9.4 -13.9 - PHF 0.500 0.948 0.602 -0.951 0.671 0.926 0.575 -0.945 0.854 0.375 0.625 -0.869 0.638 0.750 0.903 -0.814 0.937 Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 1 -1 1 % Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.9 -0.6 0.1 Cars 1 376 43 -420 39 227 19 -285 122 2 6 -130 43 2 90 -135 970 % Cars 50.0 82.6 81.1 -82.4 76.5 78.5 82.6 -78.5 87.1 66.7 60.0 -85.0 84.3 66.7 80.4 -81.3 81.4 Light GoodsVehicles 1 71 9 -81 12 59 0 -71 17 0 2 -19 7 1 20 -28 199 % Light GoodsVehicles 50.0 15.6 17.0 -15.9 23.5 20.4 0.0 -19.6 12.1 0.0 20.0 -12.4 13.7 33.3 17.9 -16.9 16.7 Buses 0 4 0 -4 0 0 3 -3 1 0 1 -2 1 0 0 -1 10 % Buses 0.0 0.9 0.0 -0.8 0.0 0.0 13.0 -0.8 0.7 0.0 10.0 -1.3 2.0 0.0 0.0 -0.6 0.8 Single-UnitTrucks 0 4 1 -5 0 3 1 -4 0 1 0 -1 0 0 1 -1 11 % Single-UnitTrucks 0.0 0.9 1.9 -1.0 0.0 1.0 4.3 -1.1 0.0 33.3 0.0 -0.7 0.0 0.0 0.9 -0.6 0.9 ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 0 1 -1 0 0 0 -0 1 % Bicycles onRoad 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 10.0 -0.7 0.0 0.0 0.0 -0.0 0.1 Pedestrians ---20 ----1 ----7 ----3 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 6 Peak Hour Data 10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 1 0 1 588 285 873 108 71 179 5 3 8 5 4 9 707 363 1070 0 0 0 0 19 227 39 0 0 59 12 0 3 0 0 0 1 3 0 1 23 289 51 1 R T L P 1072021840Out16611281351In27331492191TotalWestbound Approach [E]R1121020901T300120L51017430P3300000 0 0 276 420 696 68 81 149 2 4 6 4 5 9 350 510 860 Out In Total Northbound Approach [S] L T R P 0 0 0 0 1 376 43 0 1 71 9 0 0 4 0 0 0 4 1 20 2 455 53 20Eastbound Approach [W]Total01522153181In01301922153Out0222312801221710140L020013T0621110R000077PTurning Movement Peak Hour Data Plot (4:30 PM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 1 Turning Movement Data Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:00 AM 1 1 0 0 2 1 0 25 0 26 38 8 0 0 46 0 47 1 0 48 122 7:15 AM 0 0 0 0 0 0 0 55 0 55 43 12 0 0 55 0 32 3 0 35 145 7:30 AM 0 0 0 0 0 4 0 77 0 81 70 14 0 0 84 0 66 8 0 74 239 7:45 AM 0 0 0 0 0 2 0 94 0 96 93 21 1 0 115 0 78 8 0 86 297 Hourly Total 1 1 0 0 2 7 0 251 0 258 244 55 1 0 300 0 223 20 0 243 803 8:00 AM 1 0 0 0 1 0 0 78 1 78 80 11 0 0 91 0 64 2 0 66 236 8:15 AM 1 2 0 0 3 1 0 82 0 83 76 25 0 0 101 1 62 3 0 66 253 8:30 AM 2 1 0 0 3 2 0 71 0 73 68 16 1 0 85 0 49 5 0 54 215 8:45 AM 2 0 0 0 2 1 2 69 2 72 68 16 0 0 84 0 53 2 0 55 213 Hourly Total 6 3 0 0 9 4 2 300 3 306 292 68 1 0 361 1 228 12 0 241 917 *** BREAK ***--------------------- 4:00 PM 0 0 0 0 0 4 0 75 0 79 62 44 0 0 106 0 24 3 0 27 212 4:15 PM 0 3 0 0 3 4 1 75 3 80 69 37 0 0 106 1 28 4 0 33 222 4:30 PM 0 0 0 0 0 4 1 92 18 97 70 44 1 0 115 0 34 2 0 36 248 4:45 PM 1 1 0 0 2 4 0 85 0 89 75 42 0 2 117 0 40 4 0 44 252 Hourly Total 1 4 0 0 5 16 2 327 21 345 276 167 1 2 444 1 126 13 0 140 934 5:00 PM 0 0 0 0 0 3 3 97 0 103 105 47 0 1 152 0 36 0 0 36 291 5:15 PM 0 1 0 0 1 5 0 94 1 99 91 48 1 1 140 0 34 7 0 41 281 5:30 PM 1 1 1 0 3 6 0 70 2 76 90 58 3 1 151 0 38 3 0 41 271 5:45 PM 3 0 0 1 3 3 1 0 2 4 61 42 0 4 103 0 30 10 0 40 150 Hourly Total 4 2 1 1 7 17 4 261 5 282 347 195 4 7 546 0 138 20 0 158 993 Grand Total 12 10 1 1 23 44 8 1139 29 1191 1159 485 7 9 1651 2 715 65 0 782 3647 Approach %52.2 43.5 4.3 --3.7 0.7 95.6 --70.2 29.4 0.4 --0.3 91.4 8.3 --- Total %0.3 0.3 0.0 -0.6 1.2 0.2 31.2 -32.7 31.8 13.3 0.2 -45.3 0.1 19.6 1.8 -21.4 - Motorcycles 0 0 0 -0 0 0 1 -1 2 1 0 -3 0 4 0 -4 8 % Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.1 -0.1 0.2 0.2 0.0 -0.2 0.0 0.6 0.0 -0.5 0.2 Cars 10 8 0 -18 31 7 922 -960 924 353 6 -1283 2 567 50 -619 2880 % Cars 83.3 80.0 0.0 -78.3 70.5 87.5 80.9 -80.6 79.7 72.8 85.7 -77.7 100.0 79.3 76.9 -79.2 79.0 Light GoodsVehicles 2 0 1 -3 10 1 184 -195 217 126 1 -344 0 128 14 -142 684 % Light GoodsVehicles 16.7 0.0 100.0 -13.0 22.7 12.5 16.2 -16.4 18.7 26.0 14.3 -20.8 0.0 17.9 21.5 -18.2 18.8 Buses 0 0 0 -0 1 0 11 -12 3 1 0 -4 0 4 0 -4 20 % Buses 0.0 0.0 0.0 -0.0 2.3 0.0 1.0 -1.0 0.3 0.2 0.0 -0.2 0.0 0.6 0.0 -0.5 0.5 Single-UnitTrucks 0 0 0 -0 0 0 9 -9 8 1 0 -9 0 5 0 -5 23 % Single-UnitTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.8 -0.8 0.7 0.2 0.0 -0.5 0.0 0.7 0.0 -0.6 0.6 ArticulatedTrucks 0 0 0 -0 0 0 4 -4 0 0 0 -0 0 0 1 -1 5 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.4 -0.3 0.0 0.0 0.0 -0.0 0.0 0.0 1.5 -0.1 0.1 Bicycles onRoad 0 2 0 -2 2 0 8 -10 5 3 0 -8 0 7 0 -7 27 % Bicycles onRoad 0.0 20.0 0.0 -8.7 4.5 0.0 0.7 -0.8 0.4 0.6 0.0 -0.5 0.0 1.0 0.0 -0.9 0.7 Pedestrians ---1 ----29 ----9 ----0 -- % Pedestrians ---100.0 ----100.0 ----100.0 ------- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 2 10/21/2015 7:00 AMEnding At10/21/2015 6:00 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 2 1 3 982 960 1942 231 195 426 3 12 15 16 23 39 1234 1191 2425 1 0 0 0 922 7 31 0 184 1 10 0 11 0 1 0 21 0 2 29 1139 8 44 29 R T L P 530621373841Out7821341426194In131219627910035TotalWestbound Approach [E]R651014500T7151241285674L200020P0000000 0 0 15 18 33 2 3 5 0 0 0 0 2 2 17 23 40 Out In Total Northbound Approach [S] L T R P 0 0 0 0 10 8 0 0 2 0 1 0 0 0 0 0 0 2 0 1 12 10 1 1Eastbound Approach [W]Total8278265819503517In312833444171651Out514993141533186629242173131159L135312614485T061007R000099PTurning Movement Data Plot Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 3 Turning Movement Peak Hour Data (7:30 AM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:30 AM 0 0 0 0 0 4 0 77 0 81 70 14 0 0 84 0 66 8 0 74 239 7:45 AM 0 0 0 0 0 2 0 94 0 96 93 21 1 0 115 0 78 8 0 86 297 8:00 AM 1 0 0 0 1 0 0 78 1 78 80 11 0 0 91 0 64 2 0 66 236 8:15 AM 1 2 0 0 3 1 0 82 0 83 76 25 0 0 101 1 62 3 0 66 253 Total 2 2 0 0 4 7 0 331 1 338 319 71 1 0 391 1 270 21 0 292 1025 Approach %50.0 50.0 0.0 --2.1 0.0 97.9 --81.6 18.2 0.3 --0.3 92.5 7.2 --- Total %0.2 0.2 0.0 -0.4 0.7 0.0 32.3 -33.0 31.1 6.9 0.1 -38.1 0.1 26.3 2.0 -28.5 - PHF 0.500 0.250 0.000 -0.333 0.438 0.000 0.880 -0.880 0.858 0.710 0.250 -0.850 0.250 0.865 0.656 -0.849 0.863 Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 1 0 -1 1 % Motorcycles 0.0 0.0 --0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.4 0.0 -0.3 0.1 Cars 2 2 0 -4 5 0 256 -261 236 52 1 -289 1 216 19 -236 790 % Cars 100.0 100.0 --100.0 71.4 -77.3 -77.2 74.0 73.2 100.0 -73.9 100.0 80.0 90.5 -80.8 77.1 Light GoodsVehicles 0 0 0 -0 2 0 63 -65 80 18 0 -98 0 47 2 -49 212 % Light GoodsVehicles 0.0 0.0 --0.0 28.6 -19.0 -19.2 25.1 25.4 0.0 -25.1 0.0 17.4 9.5 -16.8 20.7 Buses 0 0 0 -0 0 0 6 -6 2 1 0 -3 0 4 0 -4 13 % Buses 0.0 0.0 --0.0 0.0 -1.8 -1.8 0.6 1.4 0.0 -0.8 0.0 1.5 0.0 -1.4 1.3 Single-UnitTrucks 0 0 0 -0 0 0 1 -1 1 0 0 -1 0 1 0 -1 3 % Single-UnitTrucks 0.0 0.0 --0.0 0.0 -0.3 -0.3 0.3 0.0 0.0 -0.3 0.0 0.4 0.0 -0.3 0.3 ArticulatedTrucks 0 0 0 -0 0 0 1 -1 0 0 0 -0 0 0 0 -0 1 % ArticulatedTrucks 0.0 0.0 --0.0 0.0 -0.3 -0.3 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.1 Bicycles onRoad 0 0 0 -0 0 0 4 -4 0 0 0 -0 0 1 0 -1 5 % Bicycles onRoad 0.0 0.0 --0.0 0.0 -1.2 -1.2 0.0 0.0 0.0 -0.0 0.0 0.4 0.0 -0.3 0.5 Pedestrians ---0 ----1 ----0 ----0 -- % Pedestrians --------100.0 ------------ Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 4 Peak Hour Data 10/21/2015 7:30 AMEnding At10/21/2015 8:30 AM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 257 261 518 82 65 147 2 6 8 1 6 7 342 338 680 0 0 0 0 256 0 5 0 63 0 2 0 6 0 0 0 6 0 0 1 331 0 7 1 R T L P 780120570Out29224492361In37025692931TotalWestbound Approach [E]R21002190T27024472161L100010P0000000 0 0 2 4 6 0 0 0 0 0 0 0 0 0 2 4 6 Out In Total Northbound Approach [S] L T R P 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0Eastbound Approach [W]Total1763208139994In02899831391Out147411010860302368021319L052181071T010001R000000PTurning Movement Peak Hour Data Plot (7:30 AM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 5 Turning Movement Peak Hour Data (4:45 PM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 4:45 PM 1 1 0 0 2 4 0 85 0 89 75 42 0 2 117 0 40 4 0 44 252 5:00 PM 0 0 0 0 0 3 3 97 0 103 105 47 0 1 152 0 36 0 0 36 291 5:15 PM 0 1 0 0 1 5 0 94 1 99 91 48 1 1 140 0 34 7 0 41 281 5:30 PM 1 1 1 0 3 6 0 70 2 76 90 58 3 1 151 0 38 3 0 41 271 Total 2 3 1 0 6 18 3 346 3 367 361 195 4 5 560 0 148 14 0 162 1095 Approach %33.3 50.0 16.7 --4.9 0.8 94.3 --64.5 34.8 0.7 --0.0 91.4 8.6 --- Total %0.2 0.3 0.1 -0.5 1.6 0.3 31.6 -33.5 33.0 17.8 0.4 -51.1 0.0 13.5 1.3 -14.8 - PHF 0.500 0.750 0.250 -0.500 0.750 0.250 0.892 -0.891 0.860 0.841 0.333 -0.921 0.000 0.925 0.500 -0.920 0.941 Motorcycles 0 0 0 -0 0 0 0 -0 1 0 0 -1 0 3 0 -3 4 % Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.3 0.0 0.0 -0.2 -2.0 0.0 -1.9 0.4 Cars 1 2 0 -3 12 3 289 -304 291 136 3 -430 0 110 11 -121 858 % Cars 50.0 66.7 0.0 -50.0 66.7 100.0 83.5 -82.8 80.6 69.7 75.0 -76.8 -74.3 78.6 -74.7 78.4 Light GoodsVehicles 1 0 1 -2 5 0 53 -58 61 57 1 -119 0 31 3 -34 213 % Light GoodsVehicles 50.0 0.0 100.0 -33.3 27.8 0.0 15.3 -15.8 16.9 29.2 25.0 -21.3 -20.9 21.4 -21.0 19.5 Buses 0 0 0 -0 0 0 2 -2 1 0 0 -1 0 0 0 -0 3 % Buses 0.0 0.0 0.0 -0.0 0.0 0.0 0.6 -0.5 0.3 0.0 0.0 -0.2 -0.0 0.0 -0.0 0.3 Single-UnitTrucks 0 0 0 -0 0 0 1 -1 2 0 0 -2 0 1 0 -1 4 % Single-UnitTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.3 -0.3 0.6 0.0 0.0 -0.4 -0.7 0.0 -0.6 0.4 ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 % ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0 Bicycles onRoad 0 1 0 -1 1 0 1 -2 5 2 0 -7 0 3 0 -3 13 % Bicycles onRoad 0.0 33.3 0.0 -16.7 5.6 0.0 0.3 -0.5 1.4 1.0 0.0 -1.3 -2.0 0.0 -1.9 1.2 Pedestrians ---0 ----3 ----5 ----0 -- % Pedestrians --------100.0 ----100.0 ------- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 6 Peak Hour Data 10/21/2015 4:45 PMEnding At10/21/2015 5:45 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 1 0 1 304 304 608 64 58 122 1 2 3 8 3 11 378 367 745 0 0 0 0 289 3 12 0 53 0 5 0 2 0 0 0 2 0 1 3 346 3 18 3 R T L P 21430631480Out16240341213In37670972693TotalWestbound Approach [E]R14003110T14840311103L000000P0000000 0 0 6 3 9 1 2 3 0 0 0 0 1 1 7 6 13 Out In Total Northbound Approach [S] L T R P 0 0 0 0 1 2 0 0 1 0 1 0 0 0 0 0 0 1 0 0 2 3 1 0Eastbound Approach [W]Total48302043151056In143011919560Out3400852649612916117361L01365702195T031004R000055PTurning Movement Peak Hour Data Plot (4:45 PM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 1 Turning Movement Data Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:00 AM 21 0 29 0 50 0 0 0 0 0 0 49 22 0 71 48 56 0 0 104 225 7:15 AM 18 1 26 0 45 0 0 0 1 0 0 45 46 0 91 65 63 1 0 129 265 7:30 AM 27 0 36 0 63 0 0 0 0 0 0 53 76 0 129 95 83 0 0 178 370 7:45 AM 46 0 35 0 81 0 0 0 1 0 0 83 90 0 173 136 144 1 0 281 535 Hourly Total 112 1 126 0 239 0 0 0 2 0 0 230 234 0 464 344 346 2 0 692 1395 8:00 AM 57 1 37 1 95 0 0 0 0 0 0 76 51 0 127 75 114 2 1 191 413 8:15 AM 43 0 21 0 64 0 0 0 0 0 0 75 47 0 122 73 122 0 0 195 381 8:30 AM 42 1 20 0 63 0 0 2 0 2 1 72 62 0 135 80 83 0 0 163 363 8:45 AM 55 0 27 0 82 0 0 0 0 0 1 53 58 0 112 75 92 1 0 168 362 Hourly Total 197 2 105 1 304 0 0 2 0 2 2 276 218 0 496 303 411 3 1 717 1519 *** BREAK ***--------------------- 4:00 PM 88 0 65 0 153 0 0 1 0 1 0 109 46 0 155 40 91 0 0 131 440 4:15 PM 81 0 61 0 142 0 0 0 0 0 0 108 44 0 152 42 85 0 0 127 421 4:30 PM 94 0 83 0 177 0 3 0 0 3 0 128 45 0 173 40 102 0 0 142 495 4:45 PM 71 0 93 1 164 0 2 1 0 3 0 122 43 1 165 35 106 0 0 141 473 Hourly Total 334 0 302 1 636 0 5 2 0 7 0 467 178 1 645 157 384 0 0 541 1829 5:00 PM 88 0 106 0 194 0 1 7 0 8 0 206 44 0 250 46 103 0 0 149 601 5:15 PM 88 0 81 0 169 3 0 0 0 3 1 156 48 0 205 34 117 0 0 151 528 5:30 PM 49 0 57 1 106 0 0 1 0 1 0 110 42 0 152 27 87 0 1 114 373 5:45 PM 53 0 59 1 112 0 0 0 1 0 1 119 47 0 167 33 92 0 1 125 404 Hourly Total 278 0 303 2 581 3 1 8 1 12 2 591 181 0 774 140 399 0 2 539 1906 Grand Total 921 3 836 4 1760 3 6 12 3 21 4 1564 811 1 2379 944 1540 5 3 2489 6649 Approach %52.3 0.2 47.5 --14.3 28.6 57.1 --0.2 65.7 34.1 --37.9 61.9 0.2 --- Total %13.9 0.0 12.6 -26.5 0.0 0.1 0.2 -0.3 0.1 23.5 12.2 -35.8 14.2 23.2 0.1 -37.4 - Motorcycles 1 0 0 -1 0 0 0 -0 0 5 1 -6 0 3 0 -3 10 % Motorcycles 0.1 0.0 0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.3 0.1 -0.3 0.0 0.2 0.0 -0.1 0.2 Cars 760 3 693 -1456 3 5 12 -20 4 1181 655 -1840 748 1330 5 -2083 5399 % Cars 82.5 100.0 82.9 -82.7 100.0 83.3 100.0 -95.2 100.0 75.5 80.8 -77.3 79.2 86.4 100.0 -83.7 81.2 Light GoodsVehicles 145 0 126 -271 0 1 0 -1 0 312 135 -447 174 164 0 -338 1057 % Light GoodsVehicles 15.7 0.0 15.1 -15.4 0.0 16.7 0.0 -4.8 0.0 19.9 16.6 -18.8 18.4 10.6 0.0 -13.6 15.9 Buses 4 0 4 -8 0 0 0 -0 0 14 9 -23 2 5 0 -7 38 % Buses 0.4 0.0 0.5 -0.5 0.0 0.0 0.0 -0.0 0.0 0.9 1.1 -1.0 0.2 0.3 0.0 -0.3 0.6 Single-UnitTrucks 9 0 12 -21 0 0 0 -0 0 24 10 -34 15 21 0 -36 91 % Single-UnitTrucks 1.0 0.0 1.4 -1.2 0.0 0.0 0.0 -0.0 0.0 1.5 1.2 -1.4 1.6 1.4 0.0 -1.4 1.4 ArticulatedTrucks 1 0 1 -2 0 0 0 -0 0 22 1 -23 4 14 0 -18 43 % ArticulatedTrucks 0.1 0.0 0.1 -0.1 0.0 0.0 0.0 -0.0 0.0 1.4 0.1 -1.0 0.4 0.9 0.0 -0.7 0.6 Bicycles onRoad 1 0 0 -1 0 0 0 -0 0 6 0 -6 1 3 0 -4 11 % Bicycles onRoad 0.1 0.0 0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.4 0.0 -0.3 0.1 0.2 0.0 -0.2 0.2 Pedestrians ---4 ----3 ----1 ----3 -- % Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 2 10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 12 20 32 0 1 1 0 0 0 0 0 0 12 21 33 0 0 0 0 12 5 3 0 0 1 0 0 0 0 0 0 0 0 0 3 12 6 3 3 R T L P 2403651843818775Out248958733820833In48921232577639608TotalWestbound Approach [E]R500050T154038516413303L9442021747480P3300001 1 2 1408 1456 2864 310 271 581 11 8 19 31 24 55 1761 1760 3521 Out In Total Northbound Approach [S] L T R P 1 0 0 0 760 3 693 0 145 0 126 0 4 0 4 0 11 0 13 4 921 3 836 4Eastbound Approach [W]Total103942756321124852In6184044723632379Out421023099492473040004L5118131214521564T1655135911811R000011PTurning Movement Data Plot Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 3 Turning Movement Peak Hour Data (7:30 AM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 7:30 AM 27 0 36 0 63 0 0 0 0 0 0 53 76 0 129 95 83 0 0 178 370 7:45 AM 46 0 35 0 81 0 0 0 1 0 0 83 90 0 173 136 144 1 0 281 535 8:00 AM 57 1 37 1 95 0 0 0 0 0 0 76 51 0 127 75 114 2 1 191 413 8:15 AM 43 0 21 0 64 0 0 0 0 0 0 75 47 0 122 73 122 0 0 195 381 Total 173 1 129 1 303 0 0 0 1 0 0 287 264 0 551 379 463 3 1 845 1699 Approach %57.1 0.3 42.6 --NaN NaN NaN --0.0 52.1 47.9 --44.9 54.8 0.4 --- Total %10.2 0.1 7.6 -17.8 0.0 0.0 0.0 -0.0 0.0 16.9 15.5 -32.4 22.3 27.3 0.2 -49.7 - PHF 0.759 0.250 0.872 -0.797 0.000 0.000 0.000 -0.000 0.000 0.864 0.733 -0.796 0.697 0.804 0.375 -0.752 0.794 Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 % Motorcycles 0.0 0.0 0.0 -0.0 ------0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 Cars 137 1 107 -245 0 0 0 -0 0 197 226 -423 300 392 3 -695 1363 % Cars 79.2 100.0 82.9 -80.9 ------68.6 85.6 -76.8 79.2 84.7 100.0 -82.2 80.2 Light GoodsVehicles 32 0 17 -49 0 0 0 -0 0 77 35 -112 72 55 0 -127 288 % Light GoodsVehicles 18.5 0.0 13.2 -16.2 ------26.8 13.3 -20.3 19.0 11.9 0.0 -15.0 17.0 Buses 1 0 0 -1 0 0 0 -0 0 2 0 -2 0 2 0 -2 5 % Buses 0.6 0.0 0.0 -0.3 ------0.7 0.0 -0.4 0.0 0.4 0.0 -0.2 0.3 Single-UnitTrucks 2 0 5 -7 0 0 0 -0 0 5 3 -8 6 5 0 -11 26 % Single-UnitTrucks 1.2 0.0 3.9 -2.3 ------1.7 1.1 -1.5 1.6 1.1 0.0 -1.3 1.5 ArticulatedTrucks 1 0 0 -1 0 0 0 -0 0 4 0 -4 1 8 0 -9 14 % ArticulatedTrucks 0.6 0.0 0.0 -0.3 ------1.4 0.0 -0.7 0.3 1.7 0.0 -1.1 0.8 Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 2 0 -2 0 1 0 -1 3 % Bicycles onRoad 0.0 0.0 0.0 -0.0 ------0.7 0.0 -0.4 0.0 0.2 0.0 -0.1 0.2 Pedestrians ---1 ----1 ----0 ----1 -- % Pedestrians ---100.0 ----100.0 ---------100.0 -- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 4 Peak Hour Data 10/22/2015 7:30 AMEnding At10/22/2015 8:30 AM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 4 0 4 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 R T L P 416162943040Out8452121276950In12613742219990TotalWestbound Approach [E]R300030T463142553920L37970723000P1100000 0 0 526 245 771 107 49 156 0 1 1 10 8 18 643 303 946 Out In Total Northbound Approach [S] L T R P 0 0 0 0 137 1 107 0 32 0 17 0 1 0 0 0 3 0 5 1 173 1 129 1Eastbound Approach [W]Total09521995311187In0423112214551Out052987317636000000L019777211287T02263503264R000000PTurning Movement Peak Hour Data Plot (7:30 AM) Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 5 Turning Movement Peak Hour Data (4:30 PM) Start Time Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 4:30 PM 94 0 83 0 177 0 3 0 0 3 0 128 45 0 173 40 102 0 0 142 495 4:45 PM 71 0 93 1 164 0 2 1 0 3 0 122 43 1 165 35 106 0 0 141 473 5:00 PM 88 0 106 0 194 0 1 7 0 8 0 206 44 0 250 46 103 0 0 149 601 5:15 PM 88 0 81 0 169 3 0 0 0 3 1 156 48 0 205 34 117 0 0 151 528 Total 341 0 363 1 704 3 6 8 0 17 1 612 180 1 793 155 428 0 0 583 2097 Approach %48.4 0.0 51.6 --17.6 35.3 47.1 --0.1 77.2 22.7 --26.6 73.4 0.0 --- Total %16.3 0.0 17.3 -33.6 0.1 0.3 0.4 -0.8 0.0 29.2 8.6 -37.8 7.4 20.4 0.0 -27.8 - PHF 0.907 0.000 0.856 -0.907 0.250 0.500 0.286 -0.531 0.250 0.743 0.938 -0.793 0.842 0.915 0.000 -0.965 0.872 Motorcycles 1 0 0 -1 0 0 0 -0 0 2 0 -2 0 1 0 -1 4 % Motorcycles 0.3 -0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.3 0.0 -0.3 0.0 0.2 --0.2 0.2 Cars 288 0 303 -591 3 5 8 -16 1 491 142 -634 113 377 0 -490 1731 % Cars 84.5 -83.5 -83.9 100.0 83.3 100.0 -94.1 100.0 80.2 78.9 -79.9 72.9 88.1 --84.0 82.5 Light GoodsVehicles 48 0 55 -103 0 1 0 -1 0 103 32 -135 38 35 0 -73 312 % Light GoodsVehicles 14.1 -15.2 -14.6 0.0 16.7 0.0 -5.9 0.0 16.8 17.8 -17.0 24.5 8.2 --12.5 14.9 Buses 2 0 2 -4 0 0 0 -0 0 2 3 -5 1 1 0 -2 11 % Buses 0.6 -0.6 -0.6 0.0 0.0 0.0 -0.0 0.0 0.3 1.7 -0.6 0.6 0.2 --0.3 0.5 Single-UnitTrucks 2 0 3 -5 0 0 0 -0 0 8 3 -11 3 8 0 -11 27 % Single-UnitTrucks 0.6 -0.8 -0.7 0.0 0.0 0.0 -0.0 0.0 1.3 1.7 -1.4 1.9 1.9 --1.9 1.3 ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 4 0 -4 0 4 0 -4 8 % ArticulatedTrucks 0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.7 0.0 -0.5 0.0 0.9 --0.7 0.4 Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 2 0 -2 0 2 0 -2 4 % Bicycles onRoad 0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.3 0.0 -0.3 0.0 0.5 --0.3 0.2 Pedestrians ---1 ----0 ----1 ----0 -- % Pedestrians ---100.0 ---------100.0 ------- Robert Peccia & Associates825 Custer Ave Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 6 Peak Hour Data 10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM MotorcyclesCarsLight Goods VehiclesBusesOther Southbound Approach [N] Out In Total 0 0 0 1 16 17 0 1 1 0 0 0 0 0 0 1 17 18 0 0 0 0 8 5 3 0 0 1 0 0 0 0 0 0 0 0 0 0 8 6 3 0 R T L P 9781741587972Out583172734901In156134623112873TotalWestbound Approach [E]R000000T428141353771L15531381130P0000000 1 1 260 591 851 71 103 174 4 4 8 6 5 11 341 704 1045 Out In Total Northbound Approach [S] L T R P 1 0 0 0 288 0 303 0 48 0 55 0 2 0 2 0 2 0 3 1 341 0 363 1Eastbound Approach [W]Total413072188331570In2634135517793Out267383316777010001L2491103214612T01423233180R000011PTurning Movement Peak Hour Data Plot (4:30 PM) Appendix B: Capacity Analysis Worksheets Existing Alternative 1Alternative 2Alternative 3Alternative 4Alternative 5Alternative 5+Alternative5*Overall Overall Overall Overall Overall Overall Overall OverallB C CCCC C B14.0 23.5 25.1 25.0 26.0 25.8 26.0 19.6CD DDDD DC21.3 37.4 48.2 38.2 48.7 48.7 48.7 24.8A A AAAA A A0.5 0.9 0.9 1.0 0.9 0.9 0.9 1.0A A AAAA A A1.0 1.3 1.3 1.3 1.3 1.3 1.3 1.3A A AAAA A A0.4 0.7 0.7 0.7 0.7 0.7 0.7 0.7A A AAAA A A0.2 0.4 0.4 0.4 0.4 0.4 0.4 0.4A A AAAA C A2.9 7.7 8.3 7.7 7.8 7.7 16.0 7.7B C CCCCFC12.1 22.8 28.8 22.8 27.1 22.2 1540.9 22.2A AAA A A0.3 0.4 0.1 0.1 0.1 0.1A AAA A A1.0 1.1 0.3 0.4 0.4 0.4A AAAA A A1.0 1.6 0.2 0.3 0.7 0.7 0.7A AAAA A A1.5 2.6 0.6 1.2 1.6 1.6 1.6A AAAA A A0.9 1.2 1.1 1.3 0.9 0.9 0.9A AAAA A A2.0 3.0 2.2 2.3 2.0 2.0 2.0+ Alternative 5 with Two‐way stop controlled Haggerty Ln and Main St intersection* Alternative 5 with double northbound left‐turn lanes at Highland Blvd and Main St intersectionHighland Boulevard&East Curtiss StreetAM PeakPM PeakIntersectionTime PeriodEast Main Street&Highland BoulevardAM PeakPM PeakEast Main Street&Cypress StreetAM PeakPM PeakEast Main Street&Haggerty LaneAM PeakPM PeakDevelopment Access&Haggerty LaneAM PeakPM PeakDevelopment Access&East Main Street AM PeakPM PeakDevelopment Access&Highland BoulevardAM PeakPM Peak Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 16.9 C LT 0.1 AThru 0.1 A Thru 16.9 C Thru 0.1 ART 0.0 A RT 16.9 C RT 0.0 ATotal 0.1ATotal 16.9CTotal 0.1ALT 8.6 A LT 0.0 A LT 9.0 AThru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 10.2 B RT 0.0 ATotal 0.9ATotal 10.2BTotal 0.1ALT 29.3 D LT 0.1 A LT 15.3 CThru 0.0 A Thru 0.2 A Thru 0.0 ART 29.3 D RT 0.2 A RT 14.5 BTotal 29.3DTotal 0.2ATotal 15.3CLT 39.1 E LT 0.1 A LT 0.0 AThru 0.0 A Thru 0.1 A Thru 0.0 ART 0.0 A RT 0.1 A RT 11.0 BTotal 39.1ETotal 0.1ATotal 11.0B2.9A0.5A0.4AApproach Movement Delay/Veh (s)LT 0.0 AThru 8.7 ART 0.0 ATotal 8.7ALT 23.9 CThru 8.0 ART 0.0 ATotal 15.2BLT 31.4 CThru 6.0 ART 0.0 ATotal 20.5CLT 0.0 AThru 23.0 CRT 0.0 ATotal 23.0C14.0BNB NB NBHaggerty Lane & E Main StreetHighland Boulevard & Curtiss StreetCypress Street & E Main StreetEB EB EBExisitng AMSBIntersection TotalWBNBHighland Boulevard & E Main StreetEBSB SB SBIntersection Total Intersection Total Intersection TotalWB WB WB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 BASE 5/27/2016 Baseline Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 332 83 92 773 2 62 0 49 1 0 0 Future Volume (vph) 2 332 83 92 773 2 62 0 49 1 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.970 0.940 Flt Protected 0.950 0.973 0.950 Satd. Flow (prot) 0 3433 0 1770 3539 0 0 1704 0 0 1770 0 Flt Permitted 0.950 0.973 0.950 Satd. Flow (perm) 0 3433 0 1770 3539 0 0 1704 0 0 1770 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 541 1310 967 143 Travel Time (s) 12.3 29.8 22.0 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 361 90 100 840 2 67 0 53 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 453 0 100 842 0 0 120 0010 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 BASE 5/27/2016 Baseline Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 0025319756373 Future Volume (vph) 5 1 14 0025319756373 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.904 0.865 0.997 0.999 Flt Protected 0.988 0.999 Satd. Flow (prot) 0 1664 0 0 1611 0 0 1855 0 0 1861 0 Flt Permitted 0.988 0.999 Satd. Flow (perm) 0 1664 0 0 1611 0 0 1855 0 0 1861 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 358 425 606 Travel Time (s) 10.1 8.1 9.7 13.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 1 15 0025347856923 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 00200360007000 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 BASE 5/27/2016 Baseline Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 601 27 5 701 3 30 03002 Future Volume (vph) 4 601 27 5 701 3 30 03002 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.999 0.975 0.865 Flt Protected 0.950 0.950 0.960 Satd. Flow (prot) 0 3518 0 1770 3536 0 1681 1656 0 0 1611 0 Flt Permitted 0.950 0.950 0.960 Satd. Flow (perm) 0 3518 0 1770 3536 0 1681 1656 0 0 1611 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 653 29 5 762 3 33 03002 Shared Lane Traffic (%) 45% Lane Group Flow (vph) 0 686 0 5 765 0 18 18 0020 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 BASE 5/27/2016 Baseline Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 287 264 379 463 3 173 1 129 1 0 0 Future Volume (vph) 0 287 264 379 463 3 173 1 129 1 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0.99 1.00 Frt 0.928 0.999 0.851 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1863 3284 0 1770 3535 0 1770 1564 0 0 1770 0 Flt Permitted 0.326 0.757 0.641 Satd. Flow (perm) 1863 3284 0 607 3535 0 1408 1564 0 0 1193 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 287 1 140 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 541 606 185 Travel Time (s) 32.2 12.3 13.8 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 312 287 412 503 3 188 1 140 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 599 0 412 506 0 188 141 0010 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(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 BASE 5/27/2016 Baseline Synchro 9 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.37 0.81 0.23 0.47 0.26 0.00 Control Delay 8.7 23.9 8.0 31.4 6.0 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 23.9 8.0 31.4 6.0 23.0 LOS ACACA C Approach Delay 8.7 15.2 20.5 23.0 Approach LOS A B C C Queue Length 50th (ft) 54 106 61 88 0 0 Queue Length 95th (ft) 92 #202 85 154 43 4 Internal Link Dist (ft) 1335 461 526 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 1635 510 2180 398 543 338 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.81 0.23 0.47 0.26 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.81 Intersection Signal Delay: 14.0 Intersection LOS: B Intersection Capacity Utilization 63.7% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 21.8 C LT 0.1 AThru 0.0 A Thru 0.0 A Thru 0.1 ART 0.0 A RT 21.8 C RT 0.0 ATotal 0.0ATotal 21.8CTotal 0.1ALT 10.4 B LT 19.8 C LT 9.8 AThru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 19.8 C RT 0.0 ATotal 1.3ATotal 19.8CTotal 0.0ALT 104.8 F LT 0.2 A LT 16.1 CThru 0.0 A Thru 0.3 A Thru 0.0 ART 104.8 F RT 0.3 A RT 16.1 CTotal 104.8FTotal 0.3ATotal 16.1CLT 30.3 D LT 0.0 A LT 16.5 CThru 0.0 A Thru 0.1 A Thru 0.0 ART 0.0 A RT 0.1 A RT 16.5 CTotal 30.3DTotal 0.1ATotal 16.5C12.1B1.0A0.2AApproach Movement Delay/Veh (s)LT 11.0 BThru 14.6 BRT 0.0 ATotal 14.6BLT 12.4 BThru 7.9 ART 0.0 ATotal 9.1ALT 67.5 EThru 12.2 BRT 0.0 ATotal 39.0DLT 0.0 AThru 16.9 BRT 0.0 ATotal 16.9B21.3CNB NB NBHaggerty Lane & E Main StreetHighland Boulevard & Curtiss StreetCypress Street & E Main StreetEB EB EBExisitng PMSBIntersection TotalWBNBHighland Boulevard & E Main StreetEBSB SB SBIntersection Total Intersection Total Intersection TotalWB WB WB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 811 150 69 496 1 97 0 95 1 0 0 Future Volume (vph) 2 811 150 69 496 1 97 0 95 1 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.977 0.933 Flt Protected 0.950 0.975 0.950 Satd. Flow (prot) 0 3458 0 1770 3539 0 0 1694 0 0 1770 0 Flt Permitted 0.950 0.975 0.950 Satd. Flow (perm) 0 3458 0 1770 3539 0 0 1694 0 0 1770 0 Link Speed (mph) 40 40 30 30 Link Distance (ft) 541 1310 967 143 Travel Time (s) 9.2 22.3 22.0 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 882 163 75 539 1 105 0 103 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1047 0 75 540 0 0 208 0010 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613684233646 Future Volume (vph) 10 09701613684233646 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.936 0.908 0.998 Flt Protected 0.974 0.984 0.999 Satd. Flow (prot) 0 1698 0 0 1664 0 0 1861 0 0 1859 0 Flt Permitted 0.974 0.984 0.999 Satd. Flow (perm) 0 1698 0 0 1664 0 0 1861 0 0 1859 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 358 425 606 Travel Time (s) 10.1 8.1 9.7 13.8 Confl. Peds. (#/hr) 2 2 1 1 7 7 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 0 10 8 0 17 14 743 2 3 396 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 0 0 25 0 0 759 0 0 406 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 784 42 2 788 1 10 07301 Future Volume (vph) 3 784 42 2 788 1 10 07301 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.943 0.966 Flt Protected 0.950 0.972 0.964 Satd. Flow (prot) 0 3511 0 1770 3539 0 0 1707 0 0 1735 0 Flt Permitted 0.950 0.972 0.964 Satd. Flow (perm) 0 3511 0 1770 3539 0 0 1707 0 0 1735 0 Link Speed (mph) 25 25 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 16.0 38.6 15.7 3.7 Confl. Peds. (#/hr) 4 4 4 4 14 14 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 852 46 2 857 1 11 08301 Shared Lane Traffic (%) Lane Group Flow (vph) 0 901 0 2 858 0 0 19 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 612 180 155 428 0 341 0 363 3 6 8 Future Volume (vph) 1 612 180 155 428 0 341 0 363 3 6 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.966 0.850 0.936 Flt Protected 0.950 0.950 0.950 0.992 Satd. Flow (prot) 1770 3419 0 1770 3539 0 1770 1562 0 0 1730 0 Flt Permitted 0.485 0.230 0.745 0.952 Satd. Flow (perm) 903 3419 0 428 3539 0 1386 1562 0 0 1660 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 62 291 9 Link Speed (mph) 40 40 30 30 Link Distance (ft) 1415 541 606 185 Travel Time (s) 24.1 9.2 13.8 4.2 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 665 196 168 465 0 371 0 395 3 7 9 Shared Lane Traffic (%) Lane Group Flow (vph) 1 861 0 168 465 0 371 395 0 0 19 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 50.0 50.0 10.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 55.6% 55.6% 11.1% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 45.5 45.5 5.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 45.5 45.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.51 0.51 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.00 0.49 0.49 0.21 0.95 0.61 0.04 Control Delay 11.0 14.6 12.4 7.9 67.5 12.2 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 14.6 12.4 7.9 67.5 12.2 16.9 LOS BB BA EB B Approach Delay 14.6 9.1 39.0 16.9 Approach LOS B A D B Queue Length 50th (ft) 0 148 37 55 206 45 4 Queue Length 95th (ft) 3 198 64 78 #380 138 21 Internal Link Dist (ft) 1335 461 526 105 Turn Bay Length (ft) 100 185 325 Base Capacity (vph) 456 1759 345 2182 392 651 476 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.49 0.49 0.21 0.95 0.61 0.04 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.95 Intersection Signal Delay: 21.3 Intersection LOS: C Intersection Capacity Utilization 68.1% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0ALT 24.5CLT 0.1ALT 6.8AThru 9.5AThru 24.5CThru 0.2AThru 0.0ART 0.0ART 24.5CRT 0.0ART 0.0ATotal 9.5ATotal 24.5CTotal 0.2ATotal 6.8ALT 7.5ALT 0.0ALT 9.2ALT 0.0AThru 6.2AThru 0.0AThru 0.0AThru 0.0ART 0.0ART 10.2BRT 0.0ART 0.0ATotal 6.4ATotal 10.2BTotal 0.1ATotal 0.0ALT 0.0ALT 0.2ALT 17.4CLT 2.2AThru 12.8BThru 0.5AThru 0.0AThru 0.2ART 0.0ART 0.5ART 17.4CRT 0.0ATotal 12.8BTotal 0.5ATotal 17.4CTotal 0.2ALT 0.0ALT 0.1ALT 0.0ALT 0.0AThru 14.0BThru 0.1AThru 0.0AThru 0.3ART 0.0ART 0.1ART 11.7BRT 0.1ATotal 14.0BTotal 0.1ATotal 11.7BTotal 0.3A7.7A0.9A0.7A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0ALT 0.0ALT 10.2BLT 0.0AThru 0.0AThru 0.0AThru 0.0AThru 27.0CRT 0.0ART 0.0ART 10.2BRT 0.0ATotal 0.0ATotal 0.0ATotal 10.2BTotal 27.0CLT 23.1CLT 8.4ALT 0.0ALT 28.3CThru 0.0AThru 0.0AThru 0.0AThru 6.9ART 10.2BRT 0.0ART 0.0ART 0.0ATotal 16.8CTotal 0.1ATotal 0.0ATotal 16.7BLT 0.0ALT 16.0CLT 0.1ALT 54.8DThru 0.0AThru 0.0AThru 1.0AThru 7.4ART 0.0ART 9.8ART 0.0ART 0.0ATotal 0.0ATotal 13.4BTotal 1.0ATotal 36.8DLT 0.3ALT 0.0ALT 0.0ALT 0.0AThru 0.7AThru 0.0AThru 0.0AThru 25.0CRT 0.0ART 0.0ART 0.0ART 0.0ATotal 0.7ATotal 0.0ATotal 0.0ATotal 25.0C1.0A0.3A0.9A23.5CIntersection TotalHaggerty Lane & E Main StreetIntersection TotalEBWBNBSBHighland Boulevard & Curtiss StreetEBWBNBSBIntersection TotalCypress Street & E Main StreetEBWBNBSBIntersection TotalHaggerty Lane & Curtiss StreetEBWBNBSBWBNBSBIntersection TotalE Main Street AccessEBWBNBSBAlternative 1 AMIntersection TotalHaggerty Lane AccessEBWBNBSBIntersection TotalHighland Boulevard & E Main StreetEBWBNBSBIntersection TotalHighland Boulevard AccessEB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.678 Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1163 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 56 1 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 165 143 Travel Time (s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 32.1 22.6 9.5 32.1 22.9 22.9 22.9 22.9 Total Split (%) 58.4% 41.1% 17.3% 58.4% 41.6% 41.6% 41.6% 41.6% Maximum Green (s) 27.6 18.1 5.0 27.6 18.4 18.4 18.4 18.4 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.5 23.6 29.4 8.2 8.2 Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19 v/c Ratio 0.36 0.40 0.50 0.52 0.02 Control Delay 9.5 7.5 6.2 12.8 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 7.5 6.2 12.8 14.0 LOS A A A B B Approach Delay 9.5 6.4 12.8 14.0 Approach LOS AABB Queue Length 50th (ft) 35 19 64 15 1 Queue Length 95th (ft) 76 35 106 56 6 Internal Link Dist (ft) 188 1230 85 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1323 551 2233 663 509 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.40 0.50 0.28 0.01 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 42.9 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.52 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456523 Future Volume (vph) 5 1 14 00253132456523 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008450 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 178 1 Future Volume (vph) 1 0 3 126 178 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 193 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 17 16 303 17 28 643 Future Volume (vph) 17 16 303 17 28 643 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Flt Protected 0.950 0.998 Satd. Flow (prot) 1630 1458 1704 0 0 1712 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1630 1458 1704 0 0 1712 Link Speed (mph) 30 30 30 Link Distance (ft) 185 299 308 Travel Time (s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 18 17 329 18 30 699 Shared Lane Traffic (%) Lane Group Flow (vph) 18 17 347 0 0 729 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 28 11 868 16 11 Future Volume (vph) 416 28 11 868 16 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.991 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3230 0 1630 3260 1630 1458 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3230 0 1630 3260 1630 1458 Link Speed (mph) 30 30 15 Link Distance (ft) 273 268 260 Travel Time (s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 452 30 12 943 17 12 Shared Lane Traffic (%) Lane Group Flow (vph) 482 0 12 943 17 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 11 9 16 111 170 49 Future Volume (vph) 11 9 16 111 170 49 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Flt Protected 0.973 0.994 Satd. Flow (prot) 1568 0 0 1705 1664 0 Flt Permitted 0.973 0.994 Satd. Flow (perm) 1568 0 0 1705 1664 0 Link Speed (mph) 15 30 30 Link Distance (ft) 227 161 165 Travel Time (s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 10 17 121 185 53 Shared Lane Traffic (%) Lane Group Flow (vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 315 292 379 502 3 189 1 129 1 0 0 Future Volume (vph) 0 315 292 379 502 3 189 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.922 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 3006 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.155 0.757 0.607 Satd. Flow (perm) 1716 3006 0 266 3252 0 1297 1446 0 0 1040 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 287 3 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 366 400 541 628 8 249 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 766 0 541 636 0 249 152 0010 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(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 25.8 25.8 36.2 62.0 28.0 28.0 28.0 28.0 Total Split (%) 28.7% 28.7% 40.2% 68.9% 31.1% 31.1% 31.1% 31.1% Maximum Green (s) 21.3 21.3 31.7 57.5 23.5 23.5 23.5 23.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 21.3 57.6 57.6 20.2 20.2 20.2 Actuated g/C Ratio 0.25 0.66 0.66 0.23 0.23 0.23 v/c Ratio 0.80 0.80 0.29 0.83 0.34 0.00 Control Delay 27.0 28.3 6.9 54.8 7.4 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 28.3 6.9 54.8 7.4 25.0 LOS C C A D A C Approach Delay 27.0 16.7 36.8 25.0 Approach LOS C B D C Queue Length 50th (ft) 137 219 73 129 2 0 Queue Length 95th (ft) 194 228 88 174 0 4 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 955 675 2159 351 499 282 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.80 0.29 0.71 0.30 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 86.8 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.83 Intersection Signal Delay: 23.5 Intersection LOS: C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 24.0 C LT 0.2 A LT 0.0 AThru 24.6 C Thru 0.0 A Thru 0.2 A Thru 0.0 ART 0.0 A RT 24.0 C RT 0.0 A RT 0.0 ATotal 24.6CTotal 24.0CTotal 0.2ATotal 0.0ALT 36.5DLT 21.6 C LT 10.3 B LT 0.0 AThru 6.5 A Thru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 21.6 C RT 0.0 A RT 0.0 ATotal 13.9BTotal 21.6CTotal 0.0ATotal 0.0ALT 0.0 A LT 0.3 A LT 17.2 C LT 0.0 AThru 34.4 C Thru 0.5 A Thru 0.0 A Thru 0.5 ART 0.0 A RT 0.5 A RT 17.2 C RT 0.0 ATotal 34.4CTotal 0.5ATotal 17.2CTotal 0.5ALT 0.0 A LT 0.0 A LT 18.7 C LT 0.0 AThru 21.0 C Thru 0.1 A Thru 0.0 A Thru 0.2 ART 0.0 A RT 0.1 A RT 18.7 C RT 0.0 ATotal 21.0CTotal 0.1ATotal 18.7CTotal 0.2A22.8C1.3A0.4A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 12.2 B LT 11.0 BThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 18.7 BRT 0.0 A RT 0.0 A RT 12.2 B RT 0.0 ATotal 0.0ATotal 0.0ATotal 12.2BTotal 18.6BLT 27.8DLT 9.9 A LT 0.0 A LT 32.3 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 8.2 ART 15.3 C RT 0.0 A RT 0.0 A RT 0.0 ATotal 19.4CTotal 0.4ATotal 0.0ATotal 14.5BLT 0.0 A LT 22.9 C LT 0.2 A LT 141.8FThru 0.0 A Thru 0.0 A Thru 1.0 A Thru 23.9 CRT 0.0 A RT 9.4 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 15.7CTotal 1.0ATotal 82.7FLT 0.6 A LT 0.0 A LT 0.0 A LT 0.0 AThru 1.6 A Thru 0.0 A Thru 0.0 A Thru 14.1 BRT 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 1.6ATotal 0.0ATotal 0.0ATotal 14.1B1.5A1.0A2.0A37.4DAlternative 1 PMSB SB SB SBHighland Boulevard Access E Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetEB EB EB EBSB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBSBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss StreetEB EB EB EB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Flt Permitted 0.952 0.115 0.899 0.375 Satd. Flow (perm) 0 3029 0 197 3257 0 0 1396 0 0 643 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 40 2 158 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split (s) 50.0 39.0 11.0 50.0 25.0 25.0 25.0 25.0 Total Split (%) 66.7% 52.0% 14.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 45.5 34.5 6.5 45.5 20.5 20.5 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 34.6 41.2 45.7 16.2 16.2 Actuated g/C Ratio 0.49 0.58 0.64 0.23 0.23 v/c Ratio 0.87 0.77 0.27 0.85 0.03 Control Delay 24.6 36.5 6.5 34.4 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 36.5 6.5 34.4 21.0 LOS C D A C C Approach Delay 24.6 13.9 34.4 21.0 Approach LOS C B C C Queue Length 50th (ft) 261 36 54 92 1 Queue Length 95th (ft) 310 33 85 #226 8 Internal Link Dist (ft) 188 1230 105 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1500 246 2099 517 186 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.87 0.77 0.27 0.73 0.02 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 70.9 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.87 Intersection Signal Delay: 22.8 Intersection LOS: C 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. Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233526 Future Volume (vph) 10 09701613713233526 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 237 0 Future Volume (vph) 0 0 0 216 237 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 258 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 41 704 35 40 341 Future Volume (vph) 20 41 704 35 40 341 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 0.995 Satd. Flow (prot) 1630 1458 1705 0 0 1707 Flt Permitted 0.950 0.995 Satd. Flow (perm) 1630 1458 1705 0 0 1707 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 45 765 38 43 371 Shared Lane Traffic (%) Lane Group Flow (vph) 22 45 803 0 0 414 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 40 28 593 41 48 Future Volume (vph) 978 40 28 593 41 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.994 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3240 0 1630 3260 1630 1458 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3240 0 1630 3260 1630 1458 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 43 30 645 45 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1106 0 30 645 45 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 23 24 192 214 33 Future Volume (vph) 48 23 24 192 214 33 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd. Flow (prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd. Flow (perm) 1586 0 0 1705 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 25 26 209 233 36 Shared Lane Traffic (%) Lane Group Flow (vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 652 220 155 476 3 382 0 363 3 6 8 Future Volume (vph) 1 652 220 155 476 3 382 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.969 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3159 0 1630 3256 0 1630 1439 0 0 1542 0 Flt Permitted 0.460 0.146 0.727 0.802 Satd. Flow (perm) 789 3159 0 250 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 54 1 215 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 881 234 185 517 3 420 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1115 0 185 520 0 420 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 50.0 50.0 10.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 55.6% 55.6% 11.1% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 45.5 45.5 5.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 45.5 45.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.51 0.51 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.69 0.78 0.26 1.19 0.75 0.12 Control Delay 11.0 18.7 32.3 8.2 141.8 23.9 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 18.7 32.3 8.2 141.8 23.9 14.1 LOS B B C A F C B Approach Delay 18.6 14.5 82.7 14.1 Approach LOS B B F B Queue Length 50th (ft) 1 228 40 62 ~291 106 7 Queue Length 95th (ft) 2 218 #77 84 #470 #237 33 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 398 1623 238 2008 353 561 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.69 0.78 0.26 1.19 0.75 0.12 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.19 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 24.5 C LT 0.1 A LT 10.2 BThru 10.2 B Thru 24.5 C Thru 0.2 A Thru 0.0 ART 0.0 A RT 24.5 C RT 0.0 A RT 0.0 ATotal 10.2BTotal 24.5CTotal 0.2ATotal 10.2BLT 8.3 A LT 0.0 A LT 9.2 A LT 0.0 AThru 6.4 A Thru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 10.2 B RT 0.0 A RT 0.0 ATotal 6.8ATotal 10.2BTotal 0.1ATotal 0.0ALT 0.0 A LT 0.2 A LT 17.4 C LT 2.4 AThru 13.4 B Thru 0.5 A Thru 0.0 A Thru 0.3 ART 0.0 A RT 0.5 A RT 17.4 C RT 0.0 ATotal 13.4BTotal 0.5ATotal 17.4CTotal 0.4ALT 0.0 A LT 0.1 A LT 0.0 A LT 0.0 AThru 14.0 B Thru 0.1 A Thru 0.0 A Thru 0.3 ART 0.0 A RT 0.1 A RT 11.7 B RT 0.0 ATotal 14.0BTotal 0.1ATotal 11.7BTotal 0.3A8.3A0.9A0.7A0.4AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 10.5 B LT 0.0 AThru 0.0 A Thru 0.0 A Thru 28.8 CRT 0.0 A RT 10.5 B RT 0.0 ATotal 0.0ATotal 10.5BTotal 28.8CLT 25.9DLT 0.0 A LT 32.1 CThru 0.0 A Thru 0.0 A Thru 7.9 ART 10.4 B RT 0.0 A RT 0.0 ATotal 15.6CTotal 0.0ATotal 19.1BLT 0.0 A LT 0.1 A LT 51.0DThru 0.0 A Thru 1.1 A Thru 6.7 ART 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 1.1ATotal 35.1DLT 0.7 A LT 0.0 A LT 0.0 AThru 1.3 A Thru 0.0 A Thru 23.0 CRT 0.0 A RT 0.0 A RT 0.0 ATotal 1.3ATotal 0.0ATotal 23.0C1.6A1.2A25.1CAlternative 2 AMSB SB SBIntersection Total Intersection Total Intersection TotalWB WB WBNB NB NBHighland Boulevard AccessHaggerty Lane Access Highland Boulevard & E Main StreetEB EB EBSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss StreetEB EB EB EB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 359 83 147 817 2 62 0 71 1 0 0 Future Volume (vph) 2 359 83 147 817 2 62 0 71 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.972 0.999 0.917 Flt Protected 0.950 0.981 0.950 Satd. Flow (prot) 0 3169 0 1630 3257 0 0 1543 0 0 1630 0 Flt Permitted 0.946 0.474 0.873 0.628 Satd. Flow (perm) 0 2997 0 813 3257 0 0 1373 0 0 1077 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 1 127 Link Speed (mph) 30 30 30 30 Link Distance (ft) 541 1310 165 143 Travel Time (s) 12.3 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 395 90 237 1104 4 79 0 127 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 489 0 237 1108 0 0 206 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 32.4 22.6 9.8 32.4 22.6 22.6 22.6 22.6 Total Split (%) 58.9% 41.1% 17.8% 58.9% 41.1% 41.1% 41.1% 41.1% Maximum Green (s) 27.9 18.1 5.3 27.9 18.1 18.1 18.1 18.1 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.5 24.0 29.8 8.6 8.6 Actuated g/C Ratio 0.42 0.55 0.68 0.20 0.20 v/c Ratio 0.38 0.43 0.50 0.55 0.02 Control Delay 10.2 8.3 6.4 13.4 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.2 8.3 6.4 13.4 14.0 LOS B A A B B Approach Delay 10.2 6.8 13.4 14.0 Approach LOS BABB Queue Length 50th (ft) 38 22 68 18 1 Queue Length 95th (ft) 84 40 112 62 6 Internal Link Dist (ft) 461 1230 85 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1301 547 2220 655 457 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.43 0.50 0.31 0.01 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 43.7 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.55 Intersection Signal Delay: 8.3 Intersection LOS: A Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456523 Future Volume (vph) 5 1 14 00253132456523 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008450 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 178 1 Future Volume (vph) 1 0 3 126 178 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 193 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 17 32 303 17 56 643 Future Volume (vph) 17 32 303 17 56 643 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Flt Protected 0.950 0.996 Satd. Flow (prot) 1630 1458 1704 0 0 1709 Flt Permitted 0.950 0.996 Satd. Flow (perm) 1630 1458 1704 0 0 1709 Link Speed (mph) 30 30 30 Link Distance (ft) 120 299 308 Travel Time (s) 2.7 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 18 35 329 18 61 699 Shared Lane Traffic (%) Lane Group Flow (vph) 18 35 347 0 0 760 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 22 9 16 111 170 60 Future Volume (vph) 22 9 16 111 170 60 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.965 Flt Protected 0.966 0.994 Satd. Flow (prot) 1591 0 0 1705 1656 0 Flt Permitted 0.966 0.994 Satd. Flow (perm) 1591 0 0 1705 1656 0 Link Speed (mph) 30 30 30 Link Distance (ft) 162 161 165 Travel Time (s) 3.7 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 10 17 121 185 65 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 0 138 250 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 315 320 379 497 3 205 1 129 1 0 0 Future Volume (vph) 0 315 320 379 497 3 205 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.918 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 2992 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.159 0.757 0.618 Satd. Flow (perm) 1716 2992 0 273 3252 0 1297 1446 0 0 1059 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 311 3 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 541 308 185 Travel Time (s) 32.2 12.3 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 366 438 541 621 8 270 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 804 0 541 629 0 270 152 0010 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(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 25.0 25.0 34.0 59.0 31.0 31.0 31.0 31.0 Total Split (%) 27.8% 27.8% 37.8% 65.6% 34.4% 34.4% 34.4% 34.4% Maximum Green (s) 20.5 20.5 29.5 54.5 26.5 26.5 26.5 26.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 20.6 54.7 54.7 21.6 21.6 21.6 Actuated g/C Ratio 0.24 0.64 0.64 0.25 0.25 0.25 v/c Ratio 0.84 0.84 0.30 0.82 0.32 0.00 Control Delay 28.8 32.1 7.9 51.0 6.7 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.8 32.1 7.9 51.0 6.7 23.0 LOS C C A D A C Approach Delay 28.8 19.1 35.1 23.0 Approach LOS C B D C Queue Length 50th (ft) 139 218 74 136 2 0 Queue Length 95th (ft) #225 241 97 180 0 4 Internal Link Dist (ft) 1335 461 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 957 646 2085 404 552 330 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.84 0.30 0.67 0.28 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 85.3 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.84 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 66.3% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 24.0 C LT0.2A LT 0.0 AThru 31.9 C Thru 0.0 A Thru0.2A Thru 0.0 ART 0.0 A RT 24.0 C RT0.0A RT 0.0 ATotal 31.9CTotal 24.0CTotal0.2ATotal 0.0ALT 49.0DLT 21.6 C LT10.3B LT 0.0 AThru 6.6 A Thru 0.0 A Thru0.0A Thru 0.0 ART 0.0 A RT 21.6 C RT0.0A RT 0.0 ATotal 19.3BTotal 21.6CTotal0.0ATotal 0.0ALT 0.0 A LT 0.3 A LT17.2C LT 0.0 AThru 37.3DThru 0.5 A Thru0.0A Thru 0.5 ART 0.0 A RT 0.5 A RT17.2C RT 0.0 ATotal 37.3DTotal 0.5ATotal17.2CTotal 0.5ALT 0.0 A LT 0.0 A LT18.7C LT 0.0 AThru 20.0 B Thru 0.1 A Thru0.0A Thru 0.3 ART 0.0 A RT 0.1 A RT18.7C RT 0.0 ATotal 20.0BTotal 0.1ATotal18.7CTotal 0.3A28.8C1.3A0.4A0.4AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 13.7 B LT 14.0 BThru 0.0 A Thru 0.0 A Thru 25.3 CRT 0.0 A RT 13.7 B RT 0.0 ATotal 0.0ATotal 13.7BTotal 25.2CLT 33.3DLT 0.0 A LT 24.8 CThru 0.0 A Thru 0.0 A Thru 8.2 ART 16.8 C RT 0.0 A RT 0.0 ATotal 20.1CTotal 0.0ATotal 12.6BLT 0.0 A LT 0.2 A LT 191.4FThru 0.0 A Thru 1.0 A Thru 15.7 BRT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 1.0ATotal 107.8FLT 1.3 A LT 0.0 A LT 0.0 AThru 3.0 A Thru 0.0 A Thru 14.1 BRT 0.0 A RT 0.0 A RT 0.0 ATotal 3.0ATotal 0.0ATotal 14.1B2.6A3.0A48.2DAlternative 2 PMSB SB SBIntersection Total Intersection Total Intersection TotalWB WB WBNB NB NBHighland Boulevard AccessHaggerty Lane Access Highland Boulevard & E Main StreetEB EB EBSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss StreetEB EB EB EB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 1630 1458 0 0 1630 0 Flt Permitted 0.952 0.121 Satd. Flow (perm) 0 3029 0 208 3257 0 1716 1458 0 0 1716 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 42 2 213 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 190 574 0 111 265 0040 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(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.P+P NA D.Pm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 5 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split (s) 52.5 41.5 11.0 52.5 12.0 22.5 22.5 10.5 Total Split (%) 70.0% 55.3% 14.7% 70.0% 16.0% 30.0% 30.0% 14.0% Maximum Green (s) 48.0 37.0 6.5 48.0 7.5 18.0 18.0 6.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 37.2 43.7 48.2 9.2 9.8 5.8 Actuated g/C Ratio 0.55 0.65 0.72 0.14 0.15 0.09 v/c Ratio 0.77 0.70 0.25 0.49 0.67 0.03 Control Delay 16.2 25.9 4.1 33.5 16.0 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 25.9 4.1 33.5 16.0 31.0 LOS BCACB C Approach Delay 16.2 9.5 21.1 31.0 Approach LOS B A C C Queue Length 50th (ft) 175 17 27 42 19 2 Queue Length 95th (ft) 287 29 76 81 83 11 Internal Link Dist (ft) 188 1230 105 63 Turn Bay Length (ft) 65 100 Base Capacity (vph) 1696 273 2341 232 548 154 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.70 0.25 0.48 0.48 0.03 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 67.1 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.77 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233526 Future Volume (vph) 10 09701613713233526 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 237 0 Future Volume (vph) 0 0 0 216 237 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 258 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 82 704 35 0 341 Future Volume (vph) 20 82 704 35 0 341 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1705 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 89 765 38 0 371 Shared Lane Traffic (%) Lane Group Flow (vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 80 28 593 0 48 Future Volume (vph) 978 80 28 593 0 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Flt Protected 0.950 Satd. Flow (prot) 3224 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3224 0 1630 3260 0 1484 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 87 30 645 0 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 23 24 192 214 33 Future Volume (vph) 48 23 24 192 214 33 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd. Flow (prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd. Flow (perm) 1586 0 0 1705 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 25 26 209 233 36 Shared Lane Traffic (%) Lane Group Flow (vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 2 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3178 0 1630 3256 0 3162 1439 0 0 1539 0 Flt Permitted 0.480 0.096 0.950 0.773 Satd. Flow (perm) 824 3178 0 165 3256 0 3155 1439 0 0 1205 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 32 1 288 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Prot NA Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 8 6 Detector Phase 4 4 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 41.8 41.8 15.4 57.2 22.8 32.8 10.0 10.0 Total Split (%) 46.4% 46.4% 17.1% 63.6% 25.3% 36.4% 11.1% 11.1% Maximum Green (s) 37.3 37.3 10.9 52.7 18.3 28.3 5.5 5.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max Max Max None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 37.3 37.3 52.7 52.7 22.3 28.3 5.5 Actuated g/C Ratio 0.41 0.41 0.59 0.59 0.25 0.31 0.06 v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Control Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 LOS BC CA CB D Approach Delay 30.3 14.8 24.8 38.0 Approach LOS C B C D Queue Length 50th (ft) 1 287 50 62 128 57 10 Queue Length 95th (ft) 2 274 102 84 181 163 #50 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 341 1335 274 1906 783 649 99 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.84 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 72.1% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 25.2DLT0.1A LT 5.4 AThru 9.5 A Thru 25.2DThru0.2A Thru 0.0 ART 0.0 A RT 25.2DRT0.0A RT 0.0 ATotal 9.5ATotal 25.2DTotal0.2ATotal 5.4ALT 7.5 A LT 0.0 A LT9.2A LT 0.0 AThru 6.2 A Thru 0.0 A Thru0.0A Thru 0.0 ART 0.0 A RT 10.2 B RT0.0A RT 0.0 ATotal 6.4ATotal 10.2BTotal0.1ATotal 0.0ALT 0.0 A LT 0.2 A LT17.4C LT 1.3 AThru 12.8 B Thru 0.5 A Thru0.0A Thru 0.3 ART 0.0 A RT 0.5 A RT17.4C RT 0.0 ATotal 12.8BTotal 0.5ATotal17.4CTotal 0.3ALT 0.0 A LT 0.1 A LT0.0A LT 0.0 AThru 14.0 B Thru 0.1 A Thru0.0A Thru 0.3 ART 0.0 A RT 0.1 A RT11.7B RT 0.2 ATotal 14.0BTotal 0.1ATotal11.7BTotal 0.3A7.7A1.0A0.7A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 10.0 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 29.7 CRT 0.0 A RT 0.0 A RT 10.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 10.0ATotal 29.7CLT 0.0 A LT 8.5 A LT 0.0 A LT 30.5 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 6.9 ART 10.2 B RT 0.0 A RT 0.0 A RT 0.0 ATotal 10.2BTotal 0.1ATotal 0.0ATotal 17.9BLT 0.0 A LT 16.6 C LT 0.1 A LT 54.8DThru 0.0 A Thru 0.0 A Thru 1.0 A Thru 7.4 ART 0.0 A RT 9.9 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 14.5BTotal 1.0ATotal 36.8DLT 0.0 A LT 0.0 A LT 0.0 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 25.0 CRT 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 0.0ATotal 25.0C0.2A0.4A1.1A25.0CHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss StreetEB EB EB EBWB WB WB WBNB NB NB NBSBIntersection Total Intersection Total Intersection Total Intersection TotalIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBAlternative 3 AMSB SB SB SBHighland Boulevard Access E Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetEB EB EB EBSB SB SB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.678 Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1163 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 56 1 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 165 143 Travel Time (s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 32.1 22.6 9.5 32.1 22.9 22.9 22.9 22.9 Total Split (%) 58.4% 41.1% 17.3% 58.4% 41.6% 41.6% 41.6% 41.6% Maximum Green (s) 27.6 18.1 5.0 27.6 18.4 18.4 18.4 18.4 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.5 23.6 29.4 8.2 8.2 Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19 v/c Ratio 0.36 0.40 0.50 0.52 0.02 Control Delay 9.5 7.5 6.2 12.8 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 7.5 6.2 12.8 14.0 LOS A A A B B Approach Delay 9.5 6.4 12.8 14.0 Approach LOS AABB Queue Length 50th (ft) 35 19 64 15 1 Queue Length 95th (ft) 76 35 106 56 6 Internal Link Dist (ft) 188 1230 85 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1323 551 2233 663 509 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.40 0.50 0.28 0.01 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 42.9 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.52 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456433 Future Volume (vph) 5 1 14 00253132456433 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 824 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008330 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 187 1 Future Volume (vph) 1 0 3 126 187 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 203 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 204 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 16 303 17 0 651 Future Volume (vph) 0 16 303 17 0 651 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.993 Flt Protected Satd. Flow (prot) 0 1484 1704 0 0 1716 Flt Permitted Satd. Flow (perm) 0 1484 1704 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 185 299 308 Travel Time (s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 17 329 18 0 708 Shared Lane Traffic (%) Lane Group Flow (vph) 0 17 347 0 0 708 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 56 11 868 24 11 Future Volume (vph) 416 56 11 868 24 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3201 0 1630 3260 1630 1458 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3201 0 1630 3260 1630 1458 Link Speed (mph) 30 30 15 Link Distance (ft) 273 268 260 Travel Time (s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 452 61 12 943 26 12 Shared Lane Traffic (%) Lane Group Flow (vph) 513 0 12 943 26 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 11 18 16 111 170 49 Future Volume (vph) 11 18 16 111 170 49 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.916 0.970 Flt Protected 0.982 0.994 Satd. Flow (prot) 1543 0 0 1705 1664 0 Flt Permitted 0.982 0.994 Satd. Flow (perm) 1543 0 0 1705 1664 0 Link Speed (mph) 15 30 30 Link Distance (ft) 227 161 165 Travel Time (s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 20 17 121 185 53 Shared Lane Traffic (%) Lane Group Flow (vph) 32 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 343 264 387 502 3 189 1 129 1 0 0 Future Volume (vph) 0 343 264 387 502 3 189 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.186 0.757 0.607 Satd. Flow (perm) 1716 3028 0 319 3252 0 1297 1446 0 0 1040 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 241 3 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 399 362 553 628 8 249 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 761 0 553 636 0 249 152 0010 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(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA D.P+P NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4426 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 26.0 26.0 36.0 62.0 28.0 28.0 28.0 28.0 Total Split (%) 28.9% 28.9% 40.0% 68.9% 31.1% 31.1% 31.1% 31.1% Maximum Green (s) 21.5 21.5 31.5 57.5 23.5 23.5 23.5 23.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 21.5 53.1 57.6 20.2 20.2 20.2 Actuated g/C Ratio 0.25 0.61 0.66 0.23 0.23 0.23 v/c Ratio 0.82 0.82 0.29 0.83 0.34 0.00 Control Delay 29.7 30.5 6.9 54.8 7.4 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 30.5 6.9 54.8 7.4 25.0 LOS C C A D A C Approach Delay 29.7 17.9 36.8 25.0 Approach LOS C B D C Queue Length 50th (ft) 149 228 73 129 2 0 Queue Length 95th (ft) 207 238 88 174 0 4 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 932 671 2159 351 499 282 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.82 0.29 0.71 0.30 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 86.8 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.83 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 23.8 C LT 0.2 A LT 0.0 AThru 24.6 C Thru 0.0 A Thru 0.2 A Thru 0.0 ART 0.0 A RT 23.8 C RT 0.0 A RT 0.0 ATotal 24.6CTotal 23.8CTotal 0.2ATotal 0.0ALT 36.5DLT 21.5 C LT 10.3 B LT 0.0 AThru 6.5 A Thru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 21.5 C RT 0.0 A RT 0.0 ATotal 13.9BTotal 21.5CTotal 0.0ATotal 0.0ALT 0.0 A LT 0.3 A LT 17.2 C LT 0.0 AThru 34.4 C Thru 0.5 A Thru 0.0 A Thru 0.4 ART 0.0 A RT 0.5 A RT 17.2 C RT 0.0 ATotal 34.4CTotal 0.5ATotal 17.2CTotal 0.4ALT 0.0 A LT 0.1 A LT 18.7 C LT 0.0 AThru 21.0 C Thru 0.1 A Thru 0.0 A Thru 0.2 ART 0.0 A RT 0.1 A RT 18.7 C RT 0.0 ATotal 21.0CTotal 0.1ATotal 18.7CTotal 0.2A22.8C1.3A0.4A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 12.0 B LT 14.0 BThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 24.8 CRT 0.0 A RT 0.0 A RT 12.0 B RT 0.0 ATotal 0.0ATotal 0.0ATotal 12.0BTotal 24.8CLT 0.0 A LT 9.8 A LT 0.0 A LT 25.4 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 8.2 ART 15.3 C RT 0.0 A RT 0.0 A RT 0.0 ATotal 15.3CTotal 0.4ATotal 0.0ATotal 13.0BLT 0.0 A LT 21.7 C LT 0.2 A LT 141.8FThru 0.0 A Thru 0.0 A Thru 1.0 A Thru 16.6 BRT 0.0 A RT 9.7 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 16.0CTotal 1.0ATotal 79.0ELT 0.0 A LT 0.0 A LT 0.0 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 14.1 BRT 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 0.0ATotal 14.1B0.6A1.1A2.2A38.2DAlternative 3 PMHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss StreetEB EB EB EBWB WB WB WBNB NB NB NBSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalHighland Boulevard Access E Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetEB EB EB EBWB WB WB WBIntersection Total Intersection Total Intersection Total Intersection TotalNB NB NB NBSB SB SB SB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Flt Permitted 0.952 0.115 0.899 0.375 Satd. Flow (perm) 0 3029 0 197 3257 0 0 1396 0 0 643 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 40 2 158 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 50.0 39.0 11.0 50.0 25.0 25.0 25.0 25.0 Total Split (%) 66.7% 52.0% 14.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 45.5 34.5 6.5 45.5 20.5 20.5 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 34.6 41.2 45.7 16.2 16.2 Actuated g/C Ratio 0.49 0.58 0.64 0.23 0.23 v/c Ratio 0.87 0.77 0.27 0.85 0.03 Control Delay 24.6 36.5 6.5 34.4 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 36.5 6.5 34.4 21.0 LOS C D A C C Approach Delay 24.6 13.9 34.4 21.0 Approach LOS C B C C Queue Length 50th (ft) 261 36 54 92 1 Queue Length 95th (ft) 310 33 85 #226 8 Internal Link Dist (ft) 188 1230 105 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1500 246 2099 517 186 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.87 0.77 0.27 0.73 0.02 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 70.9 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.87 Intersection Signal Delay: 22.8 Intersection LOS: C 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. Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233436 Future Volume (vph) 10 09701613713233436 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 390 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 405 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 245 0 Future Volume (vph) 0 0 0 216 245 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 266 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 266 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.3% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 41 704 35 0 352 Future Volume (vph) 0 41 704 35 0 352 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.994 Flt Protected Satd. Flow (prot) 0 1484 1705 0 0 1716 Flt Permitted Satd. Flow (perm) 0 1484 1705 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 45 765 38 0 383 Shared Lane Traffic (%) Lane Group Flow (vph) 0 45 803 0 0 383 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 80 28 593 52 48 Future Volume (vph) 978 80 28 593 52 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3224 0 1630 3260 1630 1458 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3224 0 1630 3260 1630 1458 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 87 30 645 57 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1150 0 30 645 57 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 31 24 192 214 33 Future Volume (vph) 48 31 24 192 214 33 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.947 0.982 Flt Protected 0.971 0.994 Satd. Flow (prot) 1578 0 0 1705 1685 0 Flt Permitted 0.971 0.994 Satd. Flow (perm) 1578 0 0 1705 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 34 26 209 233 36 Shared Lane Traffic (%) Lane Group Flow (vph) 86 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 692 180 166 476 3 382 0 363 3 6 8 Future Volume (vph) 1 692 180 166 476 3 382 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Flt Permitted 0.460 0.116 0.727 0.802 Satd. Flow (perm) 789 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 1 279 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 935 191 198 517 3 420 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1126 0 198 520 0 420 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.69 0.26 1.19 0.70 0.12 Control Delay 14.0 24.8 25.4 8.2 141.8 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 25.4 8.2 141.8 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 13.0 79.0 14.1 Approach LOS C B E B Queue Length 50th (ft) 1 267 44 62 ~291 66 7 Queue Length 95th (ft) 2 254 95 84 #470 178 33 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 355 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.78 0.69 0.26 1.19 0.70 0.12 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.19 Intersection Signal Delay: 38.2 Intersection LOS: D Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 23.9 C LT0.1A LT 6.2 AThru 9.7 A Thru 23.9 C Thru0.2A Thru 0.0 ART 0.0 A RT 23.9 C RT0.0A RT 0.0 ATotal 9.7ATotal 23.9CTotal0.2ATotal 6.2ALT 7.8 A LT 0.0 A LT9.2A LT 0.0 AThru 6.1 A Thru 0.0 A Thru0.0A Thru 0.0 ART 0.0 A RT 10.2 B RT0.0A RT 0.0 ATotal 6.4ATotal 10.2BTotal0.1ATotal 0.0ALT 0.0 A LT 0.2 A LT17.4C LT 1.6 AThru 12.9 B Thru 0.5 A Thru0.0A Thru 0.3 ART 0.0 A RT 0.5 A RT17.4C RT 0.0 ATotal 12.9BTotal 0.5ATotal17.4CTotal 0.3ALT 0.0 A LT 0.1 A LT0.0A LT 0.0 AThru 14.0 B Thru 0.1 A Thru0.0A Thru 0.4 ART 0.0 A RT 0.1 A RT11.7B RT 0.0 ATotal 14.0BTotal 0.1ATotal11.7BTotal 0.4A7.8A0.9A0.7A0.4AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 9.9 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 31.4 CRT 0.0 A RT 0.0 A RT 9.9 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 9.9ATotal 31.4CLT 0.0 A LT 0.0 A LT 0.0 A LT 32.1 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 7.8 ART 10.4 B RT 0.0 A RT 0.0 A RT 0.0 ATotal 10.4BTotal 0.0ATotal 0.0ATotal 19.2BLT 0.0 A LT 0.0 A LT 0.1 A LT 51.0DThru 0.0 A Thru 0.0 A Thru 1.1 A Thru 6.7 ART 0.0 A RT 9.9 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 9.9ATotal 1.1ATotal 35.1DLT 0.0 A LT 0.0 A LT 0.0 A LT 23.0 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 0.0ATotal 23.0C0.3A0.1A1.3A26.0CIntersection Total Intersection Total Intersection Total Intersection TotalNB NB NB NBSB SB SB SBEB EB EB EBWB WB WB WBIntersection Total Intersection Total Intersection Total Intersection TotalHighland Boulevard Access E Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetNB NB NB NBSB SB SB SBEB EB EB EBWB WB WB WBAlternative 4 AMHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss Street Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 342 83 147 806 2 62 0 60 1 0 0 Future Volume (vph) 2 342 83 147 806 2 62 0 60 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.675 Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1158 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 56 1 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 165 143 Travel Time (s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 376 90 237 1089 4 79 0 107 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 0 237 1093 0 0 186 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 32.4 22.6 9.8 32.4 22.6 22.6 22.6 22.6 Total Split (%) 58.9% 41.1% 17.8% 58.9% 41.1% 41.1% 41.1% 41.1% Maximum Green (s) 27.9 18.1 5.3 27.9 18.1 18.1 18.1 18.1 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.5 23.9 29.7 8.2 8.2 Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19 v/c Ratio 0.36 0.42 0.49 0.53 0.02 Control Delay 9.7 7.8 6.1 12.9 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.7 7.8 6.1 12.9 14.0 LOS A A A B B Approach Delay 9.7 6.4 12.9 14.0 Approach LOS AABB Queue Length 50th (ft) 35 21 63 15 1 Queue Length 95th (ft) 77 38 105 56 6 Internal Link Dist (ft) 188 1230 85 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1313 559 2239 651 495 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.42 0.49 0.29 0.01 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 43.2 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.53 Intersection Signal Delay: 7.8 Intersection LOS: A Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456353 Future Volume (vph) 5 1 14 00253132456353 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 814 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008230 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 195 1 Future Volume (vph) 1 0 3 126 195 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 212 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 213 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 32 303 17 0 643 Future Volume (vph) 0 32 303 17 0 643 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.993 Flt Protected Satd. Flow (prot) 0 1484 1704 0 0 1716 Flt Permitted Satd. Flow (perm) 0 1484 1704 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 185 299 308 Travel Time (s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 35 329 18 0 699 Shared Lane Traffic (%) Lane Group Flow (vph) 0 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 56 0 868 0 11 Future Volume (vph) 416 56 0 868 0 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Flt Protected Satd. Flow (prot) 3201 0 0 3260 0 1484 Flt Permitted Satd. Flow (perm) 3201 0 0 3260 0 1484 Link Speed (mph) 30 30 15 Link Distance (ft) 273 268 260 Travel Time (s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 452 61 0 943 0 12 Shared Lane Traffic (%) Lane Group Flow (vph) 513 0 0 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 11 26 16 111 170 60 Future Volume (vph) 11 26 16 111 170 60 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.905 0.965 Flt Protected 0.985 0.994 Satd. Flow (prot) 1529 0 0 1705 1656 0 Flt Permitted 0.985 0.994 Satd. Flow (perm) 1529 0 0 1705 1656 0 Link Speed (mph) 15 30 30 Link Distance (ft) 227 161 165 Travel Time (s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 28 17 121 185 65 Shared Lane Traffic (%) Lane Group Flow (vph) 40 0 0 138 250 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.159 0.757 0.618 Satd. Flow (perm) 1716 3028 0 273 3252 0 1297 1446 0 0 1059 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 237 3 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010 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(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 25.0 25.0 34.0 59.0 31.0 31.0 31.0 31.0 Total Split (%) 27.8% 27.8% 37.8% 65.6% 34.4% 34.4% 34.4% 34.4% Maximum Green (s) 20.5 20.5 29.5 54.5 26.5 26.5 26.5 26.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 20.6 54.7 54.7 21.6 21.6 21.6 Actuated g/C Ratio 0.24 0.64 0.64 0.25 0.25 0.25 v/c Ratio 0.84 0.84 0.30 0.82 0.32 0.00 Control Delay 31.4 32.1 7.8 51.0 6.7 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 32.1 7.8 51.0 6.7 23.0 LOS C C A D A C Approach Delay 31.4 19.2 35.1 23.0 Approach LOS C B D C Queue Length 50th (ft) 147 218 72 136 2 0 Queue Length 95th (ft) #232 241 95 180 0 4 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 910 646 2085 404 552 330 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.84 0.30 0.67 0.28 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 85.3 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.84 Intersection Signal Delay: 26.0 Intersection LOS: C Intersection Capacity Utilization 65.2% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 23.3 C LT 0.2 A LT 0.0 AThru 28.3 C Thru 0.0 A Thru 0.2 A Thru 0.0 ART 0.0 A RT 23.3 C RT 0.0 A RT 0.0 ATotal 28.3CTotal 23.3CTotal 0.2ATotal 0.0ALT 44.9DLT 21.3 C LT 10.3 B LT 0.0 AThru 6.2 A Thru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 21.3 C RT 0.0 A RT 0.0 ATotal 18.3BTotal 8.7ATotal 0.0ATotal 0.0ALT 0.0 A LT 0.3 A LT 17.2 C LT 0.0 AThru 41.1DThru 0.5 A Thru 0.0 A Thru 0.5 ART 0.0 A RT 0.5 A RT 17.2 C RT 0.0 ATotal 41.1DTotal 0.5ATotal 17.2CTotal 0.5ALT 0.0 A LT 0.0 A LT 18.7 C LT 0.0 AThru 23.0 C Thru 0.1 A Thru 0.0 A Thru 0.3 ART 0.0 A RT 0.1 A RT 18.7 C RT 0.0 ATotal 23.7CTotal 0.1ATotal 18.7CTotal 0.3A27.1C1.3A0.4A0.4AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 12.0 B LT 14.0 BThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 24.8 CRT 0.0 A RT 0.0 A RT 12.0 B RT 0.0 ATotal 0.0ATotal 0.0ATotal 12.0BTotal 24.8CLT 0.0 A LT 0.0 A LT 0.0 A LT 22.2 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 8.1 ART 16.8 C RT 0.0 A RT 0.0 A RT 0.0 ATotal 16.8CTotal 0.0ATotal 0.0ATotal 12.0BLT 0.0 A LT 0.0 A LT 0.2 A LT 191.4FThru 0.0 A Thru 0.0 A Thru 1.0 A Thru 16.6 BRT 0.0 A RT 9.7 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 9.7ATotal 1.0ATotal 108.2FLT 0.0 A LT 0.0 A LT 0.0 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 14.1 BRT 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 0.0ATotal 14.1B1.2A0.3A2.3A48.7DIntersection Total Intersection Total Intersection Total Intersection TotalNB NB NB NBSB SB SB SBEB EB EB EBWB WB WB WBIntersection Total Intersection Total Intersection Total Intersection TotalHighland Boulevard Access E Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetNB NB NB NBSB SB SB SBEB EB EB EBWB WB WB WBAlternative 4 PMHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss Street Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 125 496 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 125 496 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Flt Permitted 0.952 0.109 0.899 0.366 Satd. Flow (perm) 0 3029 0 187 3257 0 0 1396 0 0 628 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 2 144 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 245 539 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 245 543 0 0 376 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 55.0 41.0 14.0 55.0 25.0 25.0 25.0 25.0 Total Split (%) 68.8% 51.3% 17.5% 68.8% 31.3% 31.3% 31.3% 31.3% Maximum Green (s) 50.5 36.5 9.5 50.5 20.5 20.5 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 36.6 46.1 50.7 17.4 17.4 Actuated g/C Ratio 0.47 0.60 0.66 0.23 0.23 v/c Ratio 0.89 0.84 0.25 0.88 0.03 Control Delay 28.3 44.9 6.2 41.1 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 44.9 6.2 41.1 23.0 LOS C D A D C Approach Delay 28.3 18.3 41.1 23.0 Approach LOS C B D C Queue Length 50th (ft) 301 73 55 110 2 Queue Length 95th (ft) 334 55 78 #258 9 Internal Link Dist (ft) 188 1230 105 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1458 290 2140 477 167 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.89 0.84 0.25 0.79 0.02 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 77.1 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.89 Intersection Signal Delay: 27.1 Intersection LOS: C Intersection Capacity Utilization 71.4% 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. Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233326 Future Volume (vph) 10 09701613713233326 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 377 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 392 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 257 0 Future Volume (vph) 0 0 0 216 257 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 279 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 279 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 82 704 35 0 341 Future Volume (vph) 0 82 704 35 0 341 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.994 Flt Protected Satd. Flow (prot) 0 1484 1705 0 0 1716 Flt Permitted Satd. Flow (perm) 0 1484 1705 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 89 765 38 0 371 Shared Lane Traffic (%) Lane Group Flow (vph) 0 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 80 0 593 0 48 Future Volume (vph) 978 80 0 593 0 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Flt Protected Satd. Flow (prot) 3224 0 0 3260 0 1484 Flt Permitted Satd. Flow (perm) 3224 0 0 3260 0 1484 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 87 0 645 0 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1150 0 0 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 43 24 192 214 61 Future Volume (vph) 48 43 24 192 214 61 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.936 0.970 Flt Protected 0.974 0.994 Satd. Flow (prot) 1564 0 0 1705 1664 0 Flt Permitted 0.974 0.994 Satd. Flow (perm) 1564 0 0 1705 1664 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 47 26 209 233 66 Shared Lane Traffic (%) Lane Group Flow (vph) 99 0 0 235 299 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Flt Permitted 0.480 0.116 0.727 0.802 Satd. Flow (perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 1 279 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 12.0 108.2 14.1 Approach LOS C B F B Queue Length 50th (ft) 1 267 40 56 ~345 66 7 Queue Length 95th (ft) 2 254 86 77 #530 178 33 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 370 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay: 48.7 Intersection LOS: D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 24.7 C LT0.1A LT 6.1 AThru 9.4 A Thru 24.7 C Thru0.2A Thru 0.0 ART 0.0 A RT 24.7 C RT0.0A RT 0.0 ATotal 9.4ATotal 24.7CTotal0.2ATotal 6.1ALT 7.5 A LT 0.0 A LT9.2A LT 0.0 AThru 6.1 A Thru 0.0 A Thru0.0A Thru 0.0 ART 0.0 A RT 10.2 B RT0.0A RT 0.0 ATotal 6.4ATotal 10.2BTotal0.1ATotal 0.0ALT 0.0 A LT 0.2 A LT17.4C LT 3.6 AThru 13.0 B Thru 0.5 A Thru0.0A Thru 0.3 ART 0.0 A RT 0.5 A RT17.4C RT 0.0 ATotal 13.0BTotal 0.5ATotal17.4CTotal 0.3ALT 0.0 A LT 0.1 A LT0.0A LT 0.0 AThru 14.0 B Thru 0.1 A Thru0.0A Thru 0.3 ART 0.0 A RT 0.1 A RT11.7B RT 0.1 ATotal 14.0BTotal 0.1ATotal11.7BTotal 0.3A7.7A0.9A0.7A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 10.2 B LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 28.0 CRT 0.0 A RT 0.0 A RT 10.2 B RT 0.0 ATotal 0.0ATotal 0.0ATotal 10.2BTotal 28.0CLT 20.9 C LT 8.5 A LT 0.0 A LT 32.3 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 7.1 ART 10.4 B RT 0.0 A RT 0.0 A RT 0.0 ATotal 13.9BTotal 0.1ATotal 0.0ATotal 18.9BLT 0.0 A LT 0.0 A LT 0.1 A LT 59.4EThru 0.0 A Thru 0.0 A Thru 1.0 A Thru 7.3 ART 0.0 A RT 9.9 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 9.9ATotal 1.0ATotal 40.6DLT 0.0 A LT 0.0 A LT 0.0 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 25.0 CRT 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 0.0ATotal 25.0C0.7A0.1A0.9A25.8CSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBHighland Boulevard AccessE Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetEB EB EB EBSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBEB EB EB EBAlternative 5 AMHaggerty Lane & E Main StreetHighland Boulevard & Curtiss StreetCypress Street & E Main Street Haggerty Lane & Curtiss Street Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.674 Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1156 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 57 1 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 165 143 Travel Time (s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split (s) 32.5 23.0 9.5 32.5 22.5 22.5 22.5 22.5 Total Split (%) 59.1% 41.8% 17.3% 59.1% 40.9% 40.9% 40.9% 40.9% Maximum Green (s) 28.0 18.5 5.0 28.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.9 24.0 29.9 8.2 8.2 Actuated g/C Ratio 0.44 0.55 0.69 0.19 0.19 v/c Ratio 0.35 0.40 0.49 0.53 0.02 Control Delay 9.4 7.5 6.1 13.0 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 7.5 6.1 13.0 14.0 LOS A A A B B Approach Delay 9.4 6.4 13.0 14.0 Approach LOS AABB Queue Length 50th (ft) 35 19 64 15 1 Queue Length 95th (ft) 76 35 107 56 6 Internal Link Dist (ft) 188 1230 85 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1338 553 2241 646 490 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.40 0.49 0.29 0.01 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 43.4 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.53 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456523 Future Volume (vph) 5 1 14 00253132456523 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008450 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 178 1 Future Volume (vph) 1 0 3 126 178 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 193 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 17 32 303 17 0 643 Future Volume (vph) 17 32 303 17 0 643 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1704 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1704 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 185 299 308 Travel Time (s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 18 35 329 18 0 699 Shared Lane Traffic (%) Lane Group Flow (vph) 18 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 56 11 868 0 11 Future Volume (vph) 416 56 11 868 0 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Flt Protected 0.950 Satd. Flow (prot) 3201 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3201 0 1630 3260 0 1484 Link Speed (mph) 30 30 15 Link Distance (ft) 273 268 260 Travel Time (s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 452 61 12 943 0 12 Shared Lane Traffic (%) Lane Group Flow (vph) 513 0 12 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 11 9 16 111 170 49 Future Volume (vph) 11 9 16 111 170 49 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Flt Protected 0.973 0.994 Satd. Flow (prot) 1568 0 0 1705 1664 0 Flt Permitted 0.973 0.994 Satd. Flow (perm) 1568 0 0 1705 1664 0 Link Speed (mph) 15 30 30 Link Distance (ft) 227 161 165 Travel Time (s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 10 17 121 185 53 Shared Lane Traffic (%) Lane Group Flow (vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.148 0.757 0.609 Satd. Flow (perm) 1716 3028 0 254 3252 0 1297 1446 0 0 1044 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 244 3 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010 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(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 27.0 27.0 35.0 62.0 28.0 28.0 28.0 28.0 Total Split (%) 30.0% 30.0% 38.9% 68.9% 31.1% 31.1% 31.1% 31.1% Maximum Green (s) 22.5 22.5 30.5 57.5 23.5 23.5 23.5 23.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 22.5 57.6 57.6 21.1 21.1 21.1 Actuated g/C Ratio 0.26 0.66 0.66 0.24 0.24 0.24 v/c Ratio 0.79 0.84 0.29 0.87 0.33 0.00 Control Delay 28.0 32.3 7.1 59.4 7.3 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.0 32.3 7.1 59.4 7.3 25.0 LOS C C A E A C Approach Delay 28.0 18.9 40.6 25.0 Approach LOS C B D C Queue Length 50th (ft) 147 230 73 143 2 0 Queue Length 95th (ft) 202 235 85 190 0 4 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 959 646 2136 347 496 280 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.84 0.29 0.78 0.31 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 87.7 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.87 Intersection Signal Delay: 25.8 Intersection LOS: C Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 24.0 C LT 0.2 A LT 0.0 AThru 20.8 C Thru 0.0 A Thru 0.2 A Thru 0.0 ART 0.0 A RT 24.0 C RT 0.0 A RT 0.0 ATotal 20.8CTotal 24.0CTotal 0.2ATotal 0.0ALT 37.4DLT 21.6 C LT 10.3 B LT 0.0 AThru 6.1 A Thru 0.0 A Thru 0.0 A Thru 0.0 ART 0.0 A RT 21.6 C RT 0.0 A RT 0.0 ATotal 13.9BTotal 21.6CTotal 0.0ATotal 0.0ALT 0.0 A LT 0.6 A LT 17.2 C LT 0.0 AThru 44.0DThru 0.5 A Thru 0.0 A Thru 0.4 ART 0.0 A RT 0.5 A RT 17.2 C RT 0.0 ATotal 44.0DTotal 0.5ATotal 17.2CTotal 0.4ALT 0.0 A LT 0.0 A LT 18.7 C LT 0.0 AThru 24.0 C Thru 0.1 A Thru 0.0 A Thru 0.2 ART 0.0 A RT 0.1 A RT 18.7 C RT 0.0 ATotal 24.0CTotal 0.1ATotal 18.7CTotal 0.2A22.2C1.3A0.4A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 A LT 0.0 A LT 12.2 B LT 14.0 BThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 24.8 CRT 0.0 A RT 0.0 A RT 12.2 B RT 0.0 ATotal 0.0ATotal 0.0ATotal 12.2BTotal 24.8CLT 23.7 C LT 9.8 A LT 0.0 A LT 22.2 CThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 8.1 ART 16.8 C RT 0.0 A RT 0.0 A RT 0.0 ATotal 18.2CTotal 0.4ATotal 0.0ATotal 12.0BLT 0.0 A LT 0.0 A LT 0.2 A LT 191.4FThru 0.0 A Thru 0.0 A Thru 1.0 A Thru 16.6 BRT 0.0 A RT 9.7 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 9.7ATotal 1.0ATotal 108.2FLT 0.0 A LT 0.0 A LT 0.0 A LT 0.0 AThru 0.0 A Thru 0.0 A Thru 0.0 A Thru 14.1 BRT 0.0 A RT 0.0 A RT 0.0 A RT 0.0 ATotal 0.0ATotal 0.0ATotal 0.0ATotal 14.1B1.6A0.4A2.0A48.7DSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBHighland Boulevard Access E Main Street Access Haggerty Lane Access Highland Boulevard & E Main StreetEB EB EB EBSB SB SB SBIntersection Total Intersection Total Intersection Total Intersection TotalWB WB WB WBNB NB NB NBEB EB EB EBAlternative 5 PMHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main Street Haggerty Lane & Curtiss Street Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Flt Permitted 0.952 0.117 0.899 0.361 Satd. Flow (perm) 0 3029 0 201 3257 0 0 1396 0 0 619 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 2 142 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split (s) 56.0 45.0 11.0 56.0 24.0 24.0 24.0 24.0 Total Split (%) 70.0% 56.3% 13.8% 70.0% 30.0% 30.0% 30.0% 30.0% Maximum Green (s) 51.5 40.5 6.5 51.5 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) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 40.6 47.1 51.6 17.3 17.3 Actuated g/C Ratio 0.52 0.60 0.66 0.22 0.22 v/c Ratio 0.81 0.79 0.27 0.90 0.03 Control Delay 20.8 37.4 6.1 44.0 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.8 37.4 6.1 44.0 24.0 LOS C D A D C Approach Delay 20.8 13.9 44.0 24.0 Approach LOS C B D C Queue Length 50th (ft) 267 36 56 113 2 Queue Length 95th (ft) 297 31 80 #267 9 Internal Link Dist (ft) 188 1230 105 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1597 241 2158 456 155 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.81 0.79 0.27 0.82 0.03 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 77.9 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.90 Intersection Signal Delay: 22.2 Intersection LOS: C 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. Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233526 Future Volume (vph) 10 09701613713233526 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 237 0 Future Volume (vph) 0 0 0 216 237 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 258 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 82 704 35 0 341 Future Volume (vph) 20 82 704 35 0 341 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1705 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 89 765 38 0 371 Shared Lane Traffic (%) Lane Group Flow (vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 80 28 593 0 48 Future Volume (vph) 978 80 28 593 0 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Flt Protected 0.950 Satd. Flow (prot) 3224 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3224 0 1630 3260 0 1484 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 87 30 645 0 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 23 24 192 214 33 Future Volume (vph) 48 23 24 192 214 33 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd. Flow (prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd. Flow (perm) 1586 0 0 1705 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 25 26 209 233 36 Shared Lane Traffic (%) Lane Group Flow (vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Flt Permitted 0.480 0.116 0.727 0.802 Satd. Flow (perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 1 279 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 12.0 108.2 14.1 Approach LOS C B F B Queue Length 50th (ft) 1 267 40 56 ~345 66 7 Queue Length 95th (ft) 2 254 86 77 #530 178 33 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 370 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay: 48.7 Intersection LOS: D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 ALT 24.5 CLT 0.1 ALT 6.1 AThru 9.4 AThru 24.5 CThru 0.2 AThru 0.0 ART 0.0 ART 24.5 CRT 0.0 ART 0.0 ATotal9.4ATotal24.5CTotal0.2ATotal6.1ALT 7.5 ALT 0.0 ALT 9.2 ALT 0.0 AThru 6.1 AThru 0.0 AThru 0.0 AThru 0.0 ART 0.0 ART 10.2 BRT 0.0 ART 0.0 ATotal6.4ATotal10.2BTotal0.1ATotal0.0ALT 0.0 ALT 0.2 ALT 17.4 CLT 3.6 AThru 13.0 BThru 0.5 AThru 0.0 AThru 0.3 ART 0.0 ART 0.5 ART 17.4 CRT 0.0 ATotal13.0BTotal0.5ATotal17.4CTotal0.3ALT 0.0 ALT 0.1 ALT 0.0 ALT 0.0 AThru 14.0 BThru 0.1 AThru 0.0 AThru 0.3 ART 0.0 ART 0.1 ART 11.7 BRT 0.1 ATotal14.0BTotal0.1ATotal11.7BTotal0.3A7.7A1.0A0.7A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 ALT 0.0 ALT 10.2 BLT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 22.9 CRT 0.0 ART 0.0 ART 10.2 BRT 0.0 ATotal0.0ATotal0.0ATotal10.2BTotal22.9CLT 20.8 CLT 8.5 ALT 0.0 ALT 26.9 CThru 0.0 AThru 0.0 AThru 0.0 AThru 5.2 ART 10.4 BRT 0.0 ART 0.0 ART 0.0 ATotal13.9BTotal0.1ATotal0.0ATotal15.3BLT 0.0 ALT 0.0 ALT 0.1 ALT 34.7 CThru 0.0 AThru 0.0 AThru 1.0 AThru 8.5 ART 0.0 ART 9.9 ART 0.0 ART 0.0 ATotal0.0ATotal9.9ATotal1.0ATotal25.3CLT 0.0 ALT 0.0 ALT 0.0 ALT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 37.0DRT 0.0 ART 0.0 ART 0.0 ART 0.0 ATotal0.0ATotal0.0ATotal0.0ATotal37.0D0.7A0.1A0.9A19.6BSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHighland Boulevard AccessE Main Street AccessHaggerty Lane AccessHighland Boulevard & E Main StreetEBEBEBEBSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBAlternative 5 AM (double NB LT @ Highland & Main)Haggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main StreetHaggerty Lane & Curtiss StreetEBEBEBEB Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.674 Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1156 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 57 1 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 165 143 Travel Time (s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8462 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split (s) 32.5 23.0 9.5 32.5 22.5 22.5 22.5 22.5 Total Split (%) 59.1% 41.8% 17.3% 59.1% 40.9% 40.9% 40.9% 40.9% Maximum Green (s) 28.0 18.5 5.0 28.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.9 24.0 29.9 8.2 8.2 Actuated g/C Ratio 0.44 0.55 0.69 0.19 0.19 v/c Ratio 0.35 0.40 0.49 0.53 0.02 Control Delay 9.4 7.5 6.1 13.0 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 7.5 6.1 13.0 14.0 LOS A A A B B Approach Delay 9.4 6.4 13.0 14.0 Approach LOS AABB Queue Length 50th (ft) 35 19 64 15 1 Queue Length 95th (ft) 76 35 107 56 6 Internal Link Dist (ft) 188 1230 85 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1338 553 2241 646 490 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.40 0.49 0.29 0.01 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 43.4 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.53 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456523 Future Volume (vph) 5 1 14 00253132456523 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008450 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 178 1 Future Volume (vph) 1 0 3 126 178 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 193 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 17 32 303 17 0 643 Future Volume (vph) 17 32 303 17 0 643 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1704 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1704 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 185 299 308 Travel Time (s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 18 35 329 18 0 699 Shared Lane Traffic (%) Lane Group Flow (vph) 18 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 56 11 868 0 11 Future Volume (vph) 416 56 11 868 0 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Flt Protected 0.950 Satd. Flow (prot) 3201 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3201 0 1630 3260 0 1484 Link Speed (mph) 30 30 15 Link Distance (ft) 273 268 260 Travel Time (s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 452 61 12 943 0 12 Shared Lane Traffic (%) Lane Group Flow (vph) 513 0 12 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 11 9 16 111 170 49 Future Volume (vph) 11 9 16 111 170 49 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Flt Protected 0.973 0.994 Satd. Flow (prot) 1568 0 0 1705 1664 0 Flt Permitted 0.973 0.994 Satd. Flow (perm) 1568 0 0 1705 1664 0 Link Speed (mph) 15 30 30 Link Distance (ft) 227 161 165 Travel Time (s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 10 17 121 185 53 Shared Lane Traffic (%) Lane Group Flow (vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 2 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 3028 0 1630 3252 0 3162 1446 0 0 1630 0 Flt Permitted 0.193 0.950 Satd. Flow (perm) 1716 3028 0 331 3252 0 3154 1446 0 0 1714 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 240 2 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010 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(ft) 12 12 24 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Prot NA Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 8 6 Detector Phase 4 4 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 25.9 25.9 32.0 57.9 22.6 32.1 9.5 9.5 Total Split (%) 28.8% 28.8% 35.6% 64.3% 25.1% 35.7% 10.6% 10.6% Maximum Green (s) 21.4 21.4 27.5 53.4 18.1 27.6 5.0 5.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 21.5 53.8 53.8 11.7 13.4 5.0 Actuated g/C Ratio 0.28 0.71 0.71 0.15 0.18 0.07 v/c Ratio 0.74 0.77 0.27 0.55 0.40 0.01 Control Delay 22.9 26.9 5.2 34.7 8.5 37.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.9 26.9 5.2 34.7 8.5 37.0 LOS C C A C A D Approach Delay 22.9 15.3 25.3 37.0 Approach LOS C B C D Queue Length 50th (ft) 111 138 40 59 2 0 Queue Length 95th (ft) 203 226 94 89 0 6 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 1028 705 2294 756 621 113 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.77 0.27 0.36 0.24 0.01 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 76.2 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.77 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 ALT 24.2 CLT 0.2 ALT 0.0 AThru 20.8 CThru 0.0 AThru 0.2 AThru 0.0 ART 0.0 ART 24.2 CRT 0.0 ART 0.0 ATotal20.8CTotal24.2CTotal0.2ATotal0.0ALT 37.4DLT 21.7 CLT 10.3 BLT 0.0 AThru 6.1 AThru 0.0 AThru 0.0 AThru 0.0 ART 0.0 ART 21.7 CRT 0.0 ART 0.0 ATotal13.9BTotal21.7CTotal0.0ATotal0.0ALT 0.0 ALT 0.3 ALT 17.2 CLT 0.0 AThru 44.0DThru 0.5 AThru 0.0 AThru 0.4 ART 0.0 ART 0.5 ART 17.2 CRT 0.0 ATotal44.0DTotal0.5ATotal17.2CTotal0.4ALT 24.0 CLT 0.0 ALT 18.7 CLT 0.0 AThru 0.0 AThru 0.1 AThru 0.0 AThru 0.2 ART 0.0 ART 0.1 ART 18.7 CRT 0.0 ATotal24.0CTotal0.1ATotal18.7CTotal0.2A22.2C1.3A0.4A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 ALT 0.0 ALT 12.2 BLT 16.0 BThru 0.0 AThru 0.0 AThru 0.0 AThru 30.3 CRT 0.0 ART 0.0 ART 12.2 BRT 0.0 ATotal0.0ATotal0.0ATotal12.2BTotal30.3CLT 23.8 CLT 9.6 ALT 0.0 ALT 28.6 CThru 0.0 AThru 0.0 AThru 0.0 AThru 9.4 ART 16.8 CRT 0.0 ART 0.0 ART 0.0 ATotal18.2CTotal0.4ATotal0.0ATotal14.8BLT 0.0 ALT 0.0 ALT 0.2 ALT 34.8 CThru 0.0 AThru 0.0 AThru 1.0 AThru 13.8 BRT 0.0 ART 9.9 ART 0.0 ART 0.0 ATotal0.0ATotal9.9ATotal1.0ATotal24.8CLT 0.0 ALT 0.0 ALT 0.0 ALT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 38.0DRT 0.0 ART 0.0 ART 0.0 ART 0.0 ATotal0.0ATotal0.0ATotal0.0ATotal38.0D1.6A0.4A2.0A24.8CSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHighland Boulevard AccessE Main Street AccessHaggerty Lane AccessHighland Boulevard & E Main StreetEBEBEBEBSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main StreetHaggerty Lane & Curtiss StreetEBEBEBEBAlternative 5 PM (double NB LT @ Highland & Main) Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Flt Permitted 0.952 0.117 0.899 0.361 Satd. Flow (perm) 0 3029 0 201 3257 0 0 1396 0 0 619 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 2 142 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA Perm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8422 Detector Phase 8 4 3 8 2 2 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5 Total Split (s) 56.0 45.0 11.0 56.0 24.0 24.0 24.0 24.0 Total Split (%) 70.0% 56.3% 13.8% 70.0% 30.0% 30.0% 30.0% 30.0% Maximum Green (s) 51.5 40.5 6.5 51.5 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) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 40.6 47.1 51.6 17.3 17.3 Actuated g/C Ratio 0.52 0.60 0.66 0.22 0.22 v/c Ratio 0.81 0.79 0.27 0.90 0.03 Control Delay 20.8 37.4 6.1 44.0 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.8 37.4 6.1 44.0 24.0 LOS C D A D C Approach Delay 20.8 13.9 44.0 24.0 Approach LOS C B D C Queue Length 50th (ft) 267 36 56 113 2 Queue Length 95th (ft) 297 31 80 #267 9 Internal Link Dist (ft) 188 1230 105 63 Turn Bay Length (ft) 65 Base Capacity (vph) 1597 241 2158 456 155 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.81 0.79 0.27 0.82 0.03 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 77.9 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.90 Intersection Signal Delay: 22.2 Intersection LOS: C 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. Splits and Phases: 1: Haggerty LN & E Main ST Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233526 Future Volume (vph) 10 09701613713233526 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 237 0 Future Volume (vph) 0 0 0 216 237 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 258 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 6 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 82 704 35 0 341 Future Volume (vph) 20 82 704 35 0 341 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1705 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 89 765 38 0 371 Shared Lane Traffic (%) Lane Group Flow (vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 80 28 593 0 48 Future Volume (vph) 978 80 28 593 0 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Flt Protected 0.950 Satd. Flow (prot) 3224 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3224 0 1630 3260 0 1484 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 87 30 645 0 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 8 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 23 24 192 214 33 Future Volume (vph) 48 23 24 192 214 33 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd. Flow (prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd. Flow (perm) 1586 0 0 1705 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 25 26 209 233 36 Shared Lane Traffic (%) Lane Group Flow (vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 2 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3178 0 1630 3256 0 3162 1439 0 0 1539 0 Flt Permitted 0.480 0.096 0.950 0.773 Satd. Flow (perm) 824 3178 0 165 3256 0 3155 1439 0 0 1205 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 32 1 288 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Prot NA Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 8 6 Detector Phase 4 4 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 41.8 41.8 15.4 57.2 22.8 32.8 10.0 10.0 Total Split (%) 46.4% 46.4% 17.1% 63.6% 25.3% 36.4% 11.1% 11.1% Maximum Green (s) 37.3 37.3 10.9 52.7 18.3 28.3 5.5 5.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max Max Max None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 37.3 37.3 52.7 52.7 22.3 28.3 5.5 Actuated g/C Ratio 0.41 0.41 0.59 0.59 0.25 0.31 0.06 v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Control Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 LOS BC CA CB D Approach Delay 30.3 14.8 24.8 38.0 Approach LOS C B C D Queue Length 50th (ft) 1 287 50 62 128 57 10 Queue Length 95th (ft) 2 274 102 84 181 163 #50 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 341 1335 274 1906 783 649 99 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.84 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 72.1% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.1 ALT 24.7 CLT 0.1 ALT 6.1 AThru 0.2 AThru 24.7 CThru 0.2 AThru 0.0 ART 0.0 ART 24.7 CRT 0.0 ART 0.0 ATotal0.1ATotal24.7CTotal0.2ATotal6.1ALT 9.1 ALT 0.0 ALT 9.2 ALT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 0.0 ART 0.0 ART 10.2 BRT 0.0 ART 0.0 ATotal1.5ATotal10.2BTotal0.1ATotal0.0ALT 157.1FLT 0.2 ALT 17.4 CLT 3.6 AThru 0.0 AThru 0.5 AThru 0.0 AThru 0.3 ART 157.1FRT 0.5 ART 17.4 CRT 0.0 ATotal157.1FTotal0.5ATotal17.4CTotal0.3ALT 126.7FLT 0.1 ALT 0.0 ALT 0.0 AThru 0.0 AThru 0.1 AThru 0.0 AThru 0.3 ART 0.0 ART 0.1 ART 11.7 BRT 0.1 ATotal126.7FTotal0.1ATotal11.7BTotal0.3A16.0B0.9A0.7A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 ALT 0.0 ALT 10.3 BLT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 24.6 CRT 0.0 ART 0.0 ART 10.3 BRT 0.0 ATotal0.0ATotal0.0ATotal10.3BTotal24.6CLT 20.9 CLT 8.5 ALT 0.0 ALT 36.8DThru 0.0 AThru 0.0 AThru 0.0 AThru 6.9 ART 10.4 BRT 0.0 ART 0.0 ART 0.0 ATotal13.9BTotal0.0ATotal0.0ATotal20.9CLT 0.0 ALT 0.0 ALT 0.1 ALT 62.6EThru 0.0 AThru 0.0 AThru 1.0 AThru 7.5 ART0.0 ART 9.9 ART 0.0 ART 0.0 ATotal0.0ATotal9.9ATotal1.0ATotal42.7DLT 0.0 ALT 0.0 ALT 0.0 ALT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 26.0 CRT 0.0 ART 0.0 ART 0.0 ART 0.0 ATotal0.0ATotal0.0ATotal0.0ATotal26.0C0.7A0.1A0.9A26.0CSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHighland Boulevard AccessE Main Street AccessHaggerty Lane AccessHighland Boulevard & E Main StreetEBEBEBEBSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHaggerty Lane & E Main Street Highland Boulevard & Curtiss StreetCypress Street & E Main StreetHaggerty Lane & Curtiss StreetEBEBEBEBAlternative 5 AM (TWSC @ Haggerty & Main) Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.950 0.979 0.950 Satd. Flow (perm) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 165 143 Travel Time (s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 14 00253132456523 Future Volume (vph) 5 1 14 00253132456523 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 188 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 36 00200378008450 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 656 27 5 734 3 30 03002 Future Volume (vph) 4 656 27 5 734 3 30 03002 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow (vph) 8 698 40 12 906 4 44 08004 Shared Lane Traffic (%) Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 0 3 126 178 1 Future Volume (vph) 1 0 3 126 178 1 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd. Flow (prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1630 0 0 1714 1714 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 857 161 Travel Time (s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 0 3 137 193 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 17 32 303 17 0 643 Future Volume (vph) 17 32 303 17 0 643 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1704 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1704 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 185 299 308 Travel Time (s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 18 35 329 18 0 699 Shared Lane Traffic (%) Lane Group Flow (vph) 18 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 6 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 416 56 11 868 0 11 Future Volume (vph) 416 56 11 868 0 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Flt Protected 0.950 Satd. Flow (prot) 3201 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3201 0 1630 3260 0 1484 Link Speed (mph) 30 30 15 Link Distance (ft) 273 268 260 Travel Time (s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 452 61 12 943 0 12 Shared Lane Traffic (%) Lane Group Flow (vph) 513 0 12 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 11 9 16 111 170 49 Future Volume (vph) 11 9 16 111 170 49 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Flt Protected 0.973 0.994 Satd. Flow (prot) 1568 0 0 1705 1664 0 Flt Permitted 0.973 0.994 Satd. Flow (perm) 1568 0 0 1705 1664 0 Link Speed (mph) 15 30 30 Link Distance (ft) 227 161 165 Travel Time (s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 10 17 121 185 53 Shared Lane Traffic (%) Lane Group Flow (vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.137 0.757 0.606 Satd. Flow (perm) 1716 3028 0 235 3252 0 1297 1446 0 0 1039 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 252 3 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010 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(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 29.0 29.0 34.0 63.0 27.0 27.0 27.0 27.0 Total Split (%) 32.2% 32.2% 37.8% 70.0% 30.0% 30.0% 30.0% 30.0% Maximum Green (s) 24.5 24.5 29.5 58.5 22.5 22.5 22.5 22.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 24.5 58.6 58.6 20.9 20.9 20.9 Actuated g/C Ratio 0.28 0.66 0.66 0.24 0.24 0.24 v/c Ratio 0.75 0.87 0.29 0.88 0.33 0.00 Control Delay 24.6 36.8 6.9 62.6 7.5 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 36.8 6.9 62.6 7.5 26.0 LOS C D A E A C Approach Delay 24.6 20.9 42.7 26.0 Approach LOS CCDC Queue Length 50th (ft) 140 236 70 146 2 0 Queue Length 95th (ft) 193 241 82 #207 0 4 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 185 325 Base Capacity (vph) 1021 621 2152 330 478 264 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.87 0.29 0.82 0.32 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 88.5 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.88 Intersection Signal Delay: 26.0 Intersection LOS: C Intersection Capacity Utilization 65.2% 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. Splits and Phases: 22: Highland BLVD & E Main ST Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.1 ALT 24.0 CLT 0.2 ALT 0.0 AThru 0.1 AThru 0.0 AThru 0.2 AThru 0.0 ART 0.0 ART 24.0 CRT 0.0 ART 0.0 ATotal0.1ATotal24.0CTotal0.2ATotal0.0ALT 13.9 BLT 21.6 CLT 10.3 BLT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 0.0 ART 0.0 ART 21.6 CRT 0.0 ART 0.0 ATotal3.5ATotal21.6CTotal0.0ATotal0.0ALT 180.0FLT 0.6 ALT 17.2 CLT 0.0 AThru 0.0 AThru 0.5 AThru 0.0 AThru 0.4 ART 180.0FRT 0.5 ART 17.2 CRT 0.0 ATotal180.0FTotal0.5ATotal17.2CTotal0.4ALT 147.4FLT 0.0 ALT 18.7 CLT 0.0 AThru 0.0 AThru 0.1 AThru 0.0 AThru 0.2 ART 0.0 ART 0.1 ART 18.7 CRT 0.0 ATotal147.4FTotal0.1ATotal18.7CTotal0.2A1540.9F1.3A0.4A0.3AApproach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s) Approach Movement Delay/Veh (s)LT 0.0 ALT 0.0 ALT 12.2 BLT 14.0 BThru 0.0 AThru 0.0 AThru 0.0 AThru 24.8 CRT 0.0 ART 0.0 ART 12.2 BRT 0.0 ATotal0.0ATotal0.0ATotal12.2BTotal24.8CLT 23.7 CLT 9.8 ALT 0.0 ALT 22.2 CThru 0.0 AThru 0.0 AThru 0.0 AThru 8.1 ART 16.8 CRT 0.0 ART 0.0 ART 0.0 ATotal18.2CTotal0.4ATotal0.0ATotal12.0BLT 0.0 ALT 0.0 ALT 0.2 ALT 191.4FThru 0.0 AThru 0.0 AThru 1.0 AThru 16.6 BRT 0.0 ART 9.7 ART 0.0 ART 0.0 ATotal0.0ATotal9.7ATotal1.0ATotal108.2FLT 0.0 ALT 0.0 ALT 0.0 ALT 0.0 AThru 0.0 AThru 0.0 AThru 0.0 AThru 14.1 BRT 0.0 ART 0.0 ART 0.0 ART 0.0 ATotal0.0ATotal0.0ATotal0.0ATotal14.1B1.6A0.4A2.0A48.7DSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHighland Boulevard AccessE Main Street AccessHaggerty Lane AccessHighland Boulevard & E Main StreetEBEBEBEBSBSBSBSBIntersection TotalIntersection TotalIntersection TotalIntersection TotalWBWBWBWBNBNBNBNBHaggerty Lane & E Main Street Highland Boulevard & Curtiss Street Cypress Street & E Main StreetHaggerty Lane & Curtiss StreetEBEBEBEBAlternative 5 AM (TWSC @ Haggerty & Main) Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Flt Permitted 0.950 0.985 0.950 Satd. Flow (perm) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 268 1310 185 143 Travel Time (s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040 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(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 09701613713233526 Future Volume (vph) 10 09701613713233526 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Flt Protected 0.976 0.984 0.999 Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 444 187 425 299 Travel Time (s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0000 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 863 42 2 863 1 10 07301 Future Volume (vph) 3 863 42 2 863 1 10 07301 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 585 1415 691 162 Travel Time (s) 13.3 32.2 15.7 3.7 Confl. Peds. (#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 216 237 0 Future Volume (vph) 0 0 0 216 237 0 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1716 0 0 1716 1716 0 Flt Permitted Satd. Flow (perm) 1716 0 0 1716 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 860 147 Travel Time (s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 235 258 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 82 704 35 0 341 Future Volume (vph) 20 82 704 35 0 341 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd. Flow (prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd. Flow (perm) 1630 1458 1705 0 0 1716 Link Speed (mph) 30 30 30 Link Distance (ft) 211 299 308 Travel Time (s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 89 765 38 0 371 Shared Lane Traffic (%) Lane Group Flow (vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 6 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 978 80 28 593 0 48 Future Volume (vph) 978 80 28 593 0 48 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Flt Protected 0.950 Satd. Flow (prot) 3224 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow (perm) 3224 0 1630 3260 0 1484 Link Speed (mph) 30 30 30 Link Distance (ft) 273 268 204 Travel Time (s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1063 87 30 645 0 52 Shared Lane Traffic (%) Lane Group Flow (vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 48 23 24 192 214 33 Future Volume (vph) 48 23 24 192 214 33 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd. Flow (prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd. Flow (perm) 1586 0 0 1705 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 302 147 185 Travel Time (s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 25 26 209 233 36 Shared Lane Traffic (%) Lane Group Flow (vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Flt Permitted 0.480 0.116 0.727 0.802 Satd. Flow (perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 1 279 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1415 273 308 185 Travel Time (s) 32.2 6.2 7.0 4.2 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic (%) Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4826 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 12.0 108.2 14.1 Approach LOS C B F B Queue Length 50th (ft) 1 267 40 56 ~345 66 7 Queue Length 95th (ft) 2 254 86 77 #530 178 33 Internal Link Dist (ft) 1335 193 228 105 Turn Bay Length (ft) 75 185 320 Base Capacity (vph) 370 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay: 48.7 Intersection LOS: D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD & E Main ST Appendix C:  Signal Warrant Analysis Signal Warrant Analysis Existing Conditions  See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1341 33 2157 51 1954 484th Hour 7.7% 7.7% 1187 29 1909 45 1729 438th Hour 6.1% 6.1% 940 23 1512 36 1370 34Year Major Minor Year Major Minor2015 940 23 2015 1187 292016 963 24 2016 1216 302017 986 24 2017 1245 302018 1009 25 2018 1274 312019 1032 25 2019 1302 322020 1055 26 2020 1331 322021 1078 26 2021 1360 332022 1100 27 2022 1389 342023 1123 27 2023 1418 342024 1146 28 2024 1447 352025 1169 28 2025 1476 362026 1192 29 2026 1505 362027 1215 29 2027 1533 372028 1238 30 2028 1562 372029 1261 30 2029 1591 382030 1283 31 2030 1620 392031 1306 31 2031 1649 392032 1329 32 2032 1678 402033 1352 32 2033 1707 412034 1375 33 2034 1736 412035 1398 33 2035 1765 422036 1421 34 2036 1793 432037 1444 34 2037 1822 432038 1467 35 2038 1851 442039 1489 35 2039 1880 452040 1512 36 2040 1909 45Slope 22.883115 0.5053136 Slope 28.885244 0.6378549Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionAM Cypress St & Main St ‐ Existing Conditions See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1620 17 2606 26 2360 254th Hour 7.7% 7.7% 1434 15 2306 23 2089 228th Hour 6.1% 6.1% 1136 12 1827 18 1655 17Year Major Minor Year Major Minor2015 1136 12 2015 1434 152016 1164 12 2016 1469 152017 1191 12 2017 1504 162018 1219 13 2018 1538 162019 1246 13 2019 1573 162020 1274 13 2020 1608 172021 1302 13 2021 1643 172022 1329 14 2022 1678 172023 1357 14 2023 1713 182024 1385 14 2024 1748 182025 1412 15 2025 1783 182026 1440 15 2026 1818 192027 1468 15 2027 1853 192028 1495 15 2028 1887 192029 1523 16 2029 1922 202030 1551 16 2030 1957 202031 1578 16 2031 1992 202032 1606 16 2032 2027 212033 1633 17 2033 2062 212034 1661 17 2034 2097 212035 1689 17 2035 2132 222036 1716 17 2036 2167 222037 1744 18 2037 2201 222038 1772 18 2038 2236 232039 1799 18 2039 2271 232040 1827 18 2040 2306 23Slope 27.644032 0.2603131 Slope 34.894925 0.3285919Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionPM Cypress St & Main St ‐ Existing Conditions See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 976 20 1570 31 1422 294th Hour 7.7% 7.7% 864 18 1389 27 1258 268th Hour 6.1% 6.1% 684 14 1101 22 997 20Year Major Minor Year Major Minor2015 684 14 2015 864 182016 701 14 2016 885 182017 718 15 2017 906 182018 734 15 2018 927 192019 751 15 2019 948 192020 768 16 2020 969 202021 784 16 2021 990 202022 801 16 2022 1011 202023 818 16 2023 1032 212024 834 17 2024 1053 212025 851 17 2025 1074 222026 868 17 2026 1095 222027 884 18 2027 1116 222028 901 18 2028 1137 232029 917 18 2029 1158 232030 934 19 2030 1179 232031 951 19 2031 1200 242032 967 19 2032 1221 242033 984 20 2033 1242 252034 1001 20 2034 1263 252035 1017 20 2035 1284 252036 1034 20 2036 1305 262037 1051 21 2037 1326 262038 1067 21 2038 1347 272039 1084 21 2039 1368 272040 1101 22 2040 1389 27Slope 16.654676 0.3062507 Slope 21.023115 0.3865787Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionAM Highland Blvd & Curtiss St ‐ Existing Conditions See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1072 23 1724 36 1562 344th Hour 7.7% 7.7% 949 20 1526 31 1382 308th Hour 6.1% 6.1% 752 16 1209 25 1095 23Year Major Minor Year Major Minor2015 752 16 2015 949 202016 770 16 2016 972 212017 788 17 2017 995 212018 807 17 2018 1018 222019 825 18 2019 1041 222020 843 18 2020 1064 232021 861 18 2021 1087 232022 880 19 2022 1110 232023 898 19 2023 1134 242024 916 19 2024 1157 242025 935 20 2025 1180 252026 953 20 2026 1203 252027 971 20 2027 1226 262028 989 21 2028 1249 262029 1008 21 2029 1272 272030 1026 21 2030 1295 272031 1044 22 2031 1318 272032 1063 22 2032 1341 282033 1081 22 2033 1364 282034 1099 23 2034 1388 292035 1117 23 2035 1411 292036 1136 24 2036 1434 302037 1154 24 2037 1457 302038 1172 24 2038 1480 312039 1191 25 2039 1503 312040 1209 25 2040 1526 31Slope 18.292841 0.3521883 Slope 23.090963 0.4445655Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionPM Highland Blvd & Curtiss St ‐ Existing Conditions See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1334 111 2146 172 1943 1624th Hour 7.7% 7.7% 1181 98 1899 152 1720 1438th Hour 6.1% 6.1% 935 78 1504 120 1363 113Year Major Minor Year Major Minor2015 935 78 2015 1181 982016 958 80 2016 1209 1002017 981 81 2017 1238 1032018 1004 83 2018 1267 1052019 1026 85 2019 1296 1072020 1049 86 2020 1324 1092021 1072 88 2021 1353 1112022 1095 90 2022 1382 1132023 1117 91 2023 1411 1152024 1140 93 2024 1439 1182025 1163 95 2025 1468 1202026 1186 97 2026 1497 1222027 1208 98 2027 1525 1242028 1231 100 2028 1554 1262029 1254 102 2029 1583 1282030 1277 103 2030 1612 1302031 1300 105 2031 1640 1332032 1322 107 2032 1669 1352033 1345 108 2033 1698 1372034 1368 110 2034 1727 1392035 1391 112 2035 1755 1412036 1413 114 2036 1784 1432037 1436 115 2037 1813 1452038 1459 117 2038 1842 1482039 1482 119 2039 1870 1502040 1504 120 2040 1899 152Slope 22.763666 1.6996912 Slope 28.734463 2.1455118Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionAM Haggerty Ln & Main St ‐ Exisiting Conditions See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1529 192 2459 297 2227 2804th Hour 7.7% 7.7% 1353 170 2177 263 1971 2488th Hour 6.1% 6.1% 1072 135 1724 208 1562 196Year Major Minor Year Major Minor2015 1072 135 2015 1353 1702016 1098 138 2016 1386 1742017 1124 141 2017 1419 1772018 1150 143 2018 1452 1812019 1176 146 2019 1485 1852020 1203 149 2020 1518 1882021 1229 152 2021 1551 1922022 1255 155 2022 1584 1962023 1281 158 2023 1617 2002024 1307 161 2024 1650 2032025 1333 164 2025 1683 2072026 1359 167 2026 1716 2112027 1385 170 2027 1748 2142028 1411 173 2028 1781 2182029 1437 176 2029 1814 2222030 1463 179 2030 1847 2262031 1490 182 2031 1880 2292032 1516 185 2032 1913 2332033 1542 188 2033 1946 2372034 1568 190 2034 1979 2402035 1594 193 2035 2012 2442036 1620 196 2036 2045 2482037 1646 199 2037 2078 2522038 1672 202 2038 2111 2552039 1698 205 2039 2144 2592040 1724 208 2040 2177 263Slope 26.091188 2.9400064 Slope 32.934778 3.7111556Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionHaggerty Ln & Main St ‐ Existing Conditions Signal Warrant Analysis Alternative 4 Conditions  See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1429 33 2298 51 2082 484th Hour 7.7% 7.7% 1265 29 2034 45 1842 438th Hour 6.1% 6.1% 1002 23 1612 36 1460 34Year Major Minor Year Major Minor2015 1002 23 2015 1265 292016 1026 24 2016 1296 302017 1051 24 2017 1326 302018 1075 25 2018 1357 312019 1099 25 2019 1388 322020 1124 26 2020 1419 322021 1148 26 2021 1449 332022 1173 27 2022 1480 342023 1197 27 2023 1511 342024 1221 28 2024 1542 352025 1246 28 2025 1573 362026 1270 29 2026 1603 362027 1295 29 2027 1634 372028 1319 30 2028 1665 372029 1343 30 2029 1696 382030 1368 31 2030 1726 392031 1392 31 2031 1757 392032 1416 32 2032 1788 402033 1441 32 2033 1819 412034 1465 33 2034 1850 412035 1490 33 2035 1880 422036 1514 34 2036 1911 432037 1538 34 2037 1942 432038 1563 35 2038 1973 442039 1587 35 2039 2003 452040 1612 36 2040 2034 45Slope 24.384766 0.5053136 Slope 30.780771 0.6378549Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionAM Cypress St & Main St ‐ Alternative 4 See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1774 17 2853 26 2584 254th Hour 7.7% 7.7% 1570 15 2525 23 2287 228th Hour 6.1% 6.1% 1244 12 2001 18 1812 17Year Major Minor Year Major Minor2015 1244 12 2015 1570 152016 1274 12 2016 1608 152017 1304 12 2017 1647 162018 1335 13 2018 1685 162019 1365 13 2019 1723 162020 1395 13 2020 1761 172021 1425 13 2021 1799 172022 1456 14 2022 1838 172023 1486 14 2023 1876 182024 1516 14 2024 1914 182025 1547 15 2025 1952 182026 1577 15 2026 1990 192027 1607 15 2027 2029 192028 1637 15 2028 2067 192029 1668 16 2029 2105 202030 1698 16 2030 2143 202031 1728 16 2031 2181 202032 1758 16 2032 2220 212033 1789 17 2033 2258 212034 1819 17 2034 2296 212035 1849 17 2035 2334 222036 1880 17 2036 2373 222037 1910 18 2037 2411 222038 1940 18 2038 2449 232039 1970 18 2039 2487 232040 2001 18 2040 2525 23Slope 30.271921 0.2603131 Slope 38.212097 0.3285919Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionPM Cypress St & Main St ‐ Alternative 4 See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 985 20 1584 31 1435 294th Hour 7.7% 7.7% 872 18 1402 27 1270 268th Hour 6.1% 6.1% 691 14 1111 22 1006 20Year Major Minor Year Major Minor2015 691 14 2015 872 182016 707 14 2016 893 182017 724 15 2017 914 182018 741 15 2018 935 192019 758 15 2019 957 192020 775 16 2020 978 202021 791 16 2021 999 202022 808 16 2022 1020 202023 825 16 2023 1042 212024 842 17 2024 1063 212025 859 17 2025 1084 222026 876 17 2026 1105 222027 892 18 2027 1126 222028 909 18 2028 1148 232029 926 18 2029 1169 232030 943 19 2030 1190 232031 960 19 2031 1211 242032 976 19 2032 1232 242033 993 20 2033 1254 252034 1010 20 2034 1275 252035 1027 20 2035 1296 252036 1044 20 2036 1317 262037 1060 21 2037 1339 262038 1077 21 2038 1360 272039 1094 21 2039 1381 272040 1111 22 2040 1402 27Slope 16.808254 0.3062507 Slope 21.216976 0.3865787Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionAM Highland Blvd & Curtiss St ‐ Alternative 4 See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1069 23 1719 36 1557 344th Hour 7.7% 7.7% 946 20 1522 31 1378 308th Hour 6.1% 6.1% 750 16 1206 25 1092 23Year Major Minor Year Major Minor2015 750 16 2015 946 202016 768 16 2016 969 212017 786 17 2017 992 212018 804 17 2018 1015 222019 822 18 2019 1038 222020 841 18 2020 1061 232021 859 18 2021 1084 232022 877 19 2022 1107 232023 895 19 2023 1130 242024 914 19 2024 1153 242025 932 20 2025 1176 252026 950 20 2026 1199 252027 968 20 2027 1222 262028 987 21 2028 1245 262029 1005 21 2029 1268 272030 1023 21 2030 1292 272031 1041 22 2031 1315 272032 1060 22 2032 1338 282033 1078 22 2033 1361 282034 1096 23 2034 1384 292035 1114 23 2035 1407 292036 1133 24 2036 1430 302037 1151 24 2037 1453 302038 1169 24 2038 1476 312039 1187 25 2039 1499 312040 1206 25 2040 1522 31Slope 18.241648 0.3521883 Slope 23.026343 0.4445655Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionPM Highland Blvd & Curtiss St ‐ Alternative 4 See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1382 122 2223 189 2013 1784th Hour 7.7% 7.7% 1223 108 1967 167 1782 1578th Hour 6.1% 6.1% 969 86 1559 132 1412 125Year Major Minor Year Major Minor2015 969 86 2015 1223 1082016 993 87 2016 1253 1102017 1016 89 2017 1283 1132018 1040 91 2018 1312 1152019 1063 93 2019 1342 1172020 1087 95 2020 1372 1202021 1110 97 2021 1402 1222022 1134 99 2022 1432 1242023 1158 100 2023 1461 1272024 1181 102 2024 1491 1292025 1205 104 2025 1521 1322026 1228 106 2026 1551 1342027 1252 108 2027 1580 1362028 1276 110 2028 1610 1392029 1299 112 2029 1640 1412030 1323 114 2030 1670 1432031 1346 115 2031 1699 1462032 1370 117 2032 1729 1482033 1393 119 2033 1759 1502034 1417 121 2034 1789 1532035 1441 123 2035 1819 1552036 1464 125 2036 1848 1572037 1488 127 2037 1878 1602038 1511 129 2038 1908 1622039 1535 130 2039 1938 1652040 1559 132 2040 1967 167Slope 23.582748 1.8681291 Slope 29.768387 2.3581301Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionAM Haggerty Ln & Main St ‐ Alternative 4 See "Functional Class" Tab for detailsGR2%Major MinorAll AllMajor Minor Major Minor Major Minor Major MinorPeak Hour 8.7% 8.7% 1648 240 2651 371 2401 3504th Hour 7.7% 7.7% 1459 212 2346 328 2125 3098th Hour 6.1% 6.1% 1155 168 1859 260 1683 245Year Major Minor Year Major Minor2015 1155 168 2015 1459 2122016 1184 172 2016 1494 2172017 1212 176 2017 1530 2222018 1240 179 2018 1565 2262019 1268 183 2019 1601 2312020 1296 187 2020 1636 2362021 1324 190 2021 1672 2402022 1352 194 2022 1707 2452023 1380 198 2023 1743 2502024 1409 201 2024 1778 2542025 1437 205 2025 1814 2592026 1465 209 2026 1849 2632027 1493 212 2027 1885 2682028 1521 216 2028 1920 2732029 1549 220 2029 1956 2772030 1577 223 2030 1991 2822031 1605 227 2031 2027 2872032 1634 231 2032 2062 2912033 1662 234 2033 2098 2962034 1690 238 2034 2133 3012035 1718 242 2035 2169 3052036 1746 245 2036 2204 3102037 1774 249 2037 2240 3142038 1802 253 2038 2275 3192039 1830 256 2039 2311 3242040 1859 260 2040 2346 328Slope 28.12183 3.675008 Slope 35.498047 4.6389445Forecast 20358th Hour Analysis4th Hour AnalysisFunctional ClassificationDaily PercentageApproach VolumeExisting 2016 Forecast 2040Linear DistributionLinear DistributionPM Haggerty Ln & Main St ‐ Alternative 4