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MULBERRY & GREENFIELDS - PUD MASTER PLAN - ODP210002 - SUBMITTAL DOCUMENTS - ROUND 4 - TRAFFIC STUDY
PREPARED FOR: Hartford Homes PREPARED BY: Brian Horan, PE Austin Rose, PE Daniela Gonzalez Galloway & Company, Inc. 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 DATE: April 6, 2021 Revised: July 28, 2021 Revised: October 13, 2021 BLOOM – MASTER TIS Fort Collins, Colorado MASTER TRAFFIC IMPACT STUDY 10-13-21 Bloom Fort Collins, CO Galloway & Company, Inc. Executive Summary ...................................................................................................................................... 6 Site Location and Study Area .......................................................................................................... 6 Description of Proposed Development ............................................................................................ 6 Conclusions and Recommendations ............................................................................................................ 6 Conclusions ...................................................................................................................................... 6 Recommendations ........................................................................................................................... 7 I. Introduction ................................................................................................................................................ 8 Overview .......................................................................................................................................... 8 Site Location and Study Area .......................................................................................................... 8 Site Description and Access ............................................................................................................ 9 Master TIS Evaluation Elements .................................................................................................... 10 Figure 1-1 Site Location .................................................................................................... 11 Figure 1-2 Overall Development Plan ............................................................................... 12 Figure 1-3 Phase 1 Network ............................................................................................. 13 Figure 1-4 Ultimate Network ............................................................................................. 14 Figure 1-5 Existing Zoning ................................................................................................ 15 Figure 1-6 Master Street Plan ........................................................................................... 16 II. Background Information .......................................................................................................................... 17 Study Area ..................................................................................................................................... 17 Study Assumptions ........................................................................................................................ 17 Study Methodology ........................................................................................................................ 17 Existing Roadway Network ............................................................................................................ 18 Existing Non-Auto Connections ..................................................................................................... 18 Existing Transit ............................................................................................................................... 19 Assumed Roadway Improvements ................................................................................................ 19 Figure 2-1 Existing Lane Use and Traffic Control ............................................................. 20 Figure 2-2 Existing Bike Map ............................................................................................ 21 Figure 2-3 Bicycle Master Plan ......................................................................................... 22 Figure 2-4 Proposed Bike and Trail Improvements .......................................................... 23 Figure 2-5 Existing Transit Service ................................................................................... 24 III. Analysis of Existing Conditions .............................................................................................................. 25 Traffic Volumes .............................................................................................................................. 25 Operational Analysis ...................................................................................................................... 25 TABLE OF CONTENTS Bloom Fort Collins, CO Galloway & Company, Inc. Existing Intersection Queues ......................................................................................................... 25 Figure 3-1 Existing Volumes ............................................................................................. 26 Figure 3-2 Existing Levels of Service................................................................................ 27 Table 3-1 Existing Levels of Service ................................................................................. 28 Table 3-2 Existing Queues ................................................................................................ 29 IV. Analysis of Future Conditions without Site Development ...................................................................... 30 Methodology ................................................................................................................................... 30 Regional Growth ............................................................................................................................ 30 Background Traffic Forecasts ........................................................................................................ 30 Background Future Levels of Service ............................................................................................ 30 Background Future Queueing ........................................................................................................ 30 Figure 4-1 Background Growth 2023 ................................................................................ 31 Figure 4-2 Background Growth 2030 ................................................................................ 32 Figure 4-3 Background Future Forecasts 2023 ................................................................ 33 Figure 4-4 Background Future Forecasts 2030 ................................................................ 34 Figure 4-5 Background Future Levels of Service 2023 .................................................... 35 Figure 4-6 Background Future Levels of Service 2030 .................................................... 36 Table 4-1 Background Future Levels of Service ............................................................... 37 Table 4-2 Background Future Queues.............................................................................. 38 V. Site Analysis ........................................................................................................................................... 39 Overview ........................................................................................................................................ 39 Grid of Streets ................................................................................................................................ 39 Proposed Site Access .................................................................................................................... 41 Trip Generation .............................................................................................................................. 42 Figure 5-1 Lane Use and Traffic Control Phase 1 ............................................................ 44 Figure 5-2 Lane Use and Traffic Control Phase 2 ............................................................ 45 Figure 5-3 Pass-by Trips ................................................................................................... 46 Figure 5-4 Site Trips Phase 1 ........................................................................................... 47 Figure 5-5 Site Trips Phase 2 ........................................................................................... 48 Table 5-1 Site Trip Generation .......................................................................................... 49 VI. Analysis of Future Conditions with Site Development ........................................................................... 50 Overview ........................................................................................................................................ 50 Pipeline Development .................................................................................................................... 50 Total Future Traffic Forecasts ........................................................................................................ 50 Total Future 2023 and 2030 Levels of Service with Proposed Development ................................ 50 Bloom Fort Collins, CO Galloway & Company, Inc. Total Future 2023 and 2030 Queuing ............................................................................................ 51 Total Future 2023 and 2030 Improvements ................................................................................... 51 Figure 6-1 Pipeline Location ............................................................................................. 52 Figure 6-2 Total Future Forecasts 2023 ........................................................................... 53 Figure 6-3 Total Future Forecasts 2030 ........................................................................... 54 Figure 6-4 Total Future Levels of Service 2023 ................................................................ 55 Figure 6-5 Total Future Levels of Service 2030 ................................................................ 56 Table 6-1 Future Levels of Service ................................................................................... 57 Table 6-2 Future Queues .................................................................................................. 58 VII. Analysis of 2040 (Long Range) Future Conditions ............................................................................... 59 Methodology ................................................................................................................................... 59 Regional Growth ............................................................................................................................ 59 Total Future 2040 Traffic Forecasts ............................................................................................... 59 Total Future 2040 Levels of Service .............................................................................................. 59 Total Future 2040 Queuing ............................................................................................................ 59 Master Plan Street Considerations ................................................................................................ 59 Figure 7-1 Background Growth 2040 ................................................................................ 61 Figure 7-2 Total Future Forecasts 2040 ........................................................................... 62 Figure 7-3 Total Future Levels of Service 2040 ................................................................ 63 Table 7-1 2040 Future Levels of Service .......................................................................... 64 Table 7-2 2040 Future Queues ......................................................................................... 65 VIII. Access Management and Improvements ............................................................................................ 66 Signal Warrants .............................................................................................................................. 66 Access Management ...................................................................................................................... 67 International Boulevard/Greenfields Drive Operations .................................................................. 67 Figure 8-1 International/Greenfields 2040 AM Peak Hour Warrant .................................. 67 Figure 8-2 International/Greenfields 2040 PM Peak Hour Warrant .................................. 68 Safety Assessment of Mulberry Road/Greenfields Court .............................................................. 68 VIII. Conclusions and Recommendations ................................................................................................... 69 Conclusions .................................................................................................................................... 69 Recommendations ......................................................................................................................... 69 Bloom Fort Collins, CO Galloway & Company, Inc. Appendices: A. Full Sized Plan B. Scope of Work Form C. LOS Descriptions D. Traffic Counts E. Existing Synchro Outputs F. Background (without site development) Synchro Outputs G. Site Trip Generation Information H. Pipeline Trip Assignments I. Future (with site development) Synchro Outputs J. 2040 Long Range Synchro Outputs K. Access Management Worksheets and Crash Data Bloom Fort Collins, CO Galloway & Company, Inc. Executive Summary Site Location and Study Area The property that comprises the application area for the proposed development is approximately 235 acres in size and is largely vacant. It is located east of Timberline Road, west of NW Frontage Road, south of Vine Drive and north of Frontage Road. The study area, as reviewed and agreed to by the City of Fort Collins (Staff), is generally bounded by the site boundaries to the east and west, Vine Drive to the north, as well as Frontage Road to the south. The study area for the project includes those intersections identified by Staff that could be affected by the proposed development: • Sykes Drive/Timberline Road • Vine Drive/Greenfields Court/Greenfields Drive • Frontage Road/Greenfields Court • International Drive/Greenfields Court • Mulberry Street/Greenfields Court Description of Proposed Development The Applicant, Hartford Homes, seeks to develop the property with a mix of commercial and residential uses. A grid of streets is being proposed to tie into the existing network and facilitate access and circulation throughout the site and to the existing network. In furtherance of the connectivity of the project the following standard is included in the PUD language: To the extent feasible, all development plans shall provide bicycle and pedestrian and/or vehicular connection at all sub-arterial streets stubbed to the boundary of the development plan by previously approved development plans or existing development. All development plans shall provide for future bicycle and pedestrian and/or vehicular connections to adjacent developable parcels by providing a local street or landscape tract connection spaced at intervals not to exceed six hundred sixty (660) f eet along each development plan boundary that abuts potentially developable or redevelop able land, to the extent feasible. When adjacent to open space, natural areas, railroad tracks, or other similar natural or manmade impediments that inhibit this standard from being met this standard is not required to be met. Conclusions and Recommendations Conclusions Based on the results of this traffic impact study, the following may be concluded: • Under existing traffic conditions, the stop-controlled intersections within the study area currently operate at overall acceptable levels of service (LOS) “E” or better during the weekday AM and PM peak hours. • Under background future 2023 and 2030 traffic conditions, without the development of the subject site, delays would increase slightly at study intersections due to regional traffic growth. The stop - controlled intersections would continue to operate at LOS “D” or better with Sykes Drive operating at capacity LOS “F” in the 2030 AM peak hours. 6 Bloom Fort Collins, CO Galloway & Company, Inc. • The proposed site development would generate, upon completion and full occupancy, 1,569 new weekday AM and 1,857 new weekday PM peak hour vehicle trips as well as 21,821 new weekday daily trips. • Under 2023 total future traffic conditions with development of Phase 1 of the s ite, all study intersections, including proposed site connections would operate at overall acceptable levels of service consistent with background conditions. The exception to this is the westbound left movement at Sykes Drive/Timberline Road. A signal would not be warranted at this level of forecasted volume. Phase 1 of the proposed development can be accommodated solely through the connection at Sykes Drive through the Mosaic development and the extension of Greenfields Court to the south via a newly constructed roundabout. • Under 2030 total future traffic conditions the full buildout of the proposed development will be accommodated by the proposed connections to the surrounding network. The exception to this is the westbound left movement at Sykes Drive/Timberline Road. A signal would be warranted at this level of forecasted volume. • In 2040 long range conditions would be accommodated by the full buildout of the proposed network with all study intersections operating at acceptable levels of service. Recommendations • During Phase 1 of development the Applicant should provide the following improvements to accommodate site development: o Construct Greenfields Court from Sykes Drive to the Frontage Road o Improve the Greenfields Court/Frontage Road intersection to a roundabout with flared dual lane approaches on the north and southbound approaches o Provide connections to the west to connect to the Sykes Drive/Timberline Road intersection • New roadways within the site should be constructed per the City of Fort Collins design guidelines contained within the LCUASS and analyzed herein. • It is recommended that as nearby pipeline development is constructed, and growth continues to occur, signal warrant studies be conducted at Sykes Drive/Timberline Road to determine timing and cost share for future signalization. At such a time where a signal is warranted at Sykes Drive/Timberline Road or a filing is forecasted to trigger a warrant the Applicant should: o Contribute to the signalization of Sykes Drive/Timberline Road intersection • In order to accommodate development traffic north of the Great Western Railroad the Applicant should provide the following improvements to accommodate site development: o Construct Greenfields Court from Sykes Drive north to connect to Vine Drive o Provide pedestrian and bicycle connection to facilitate access across the Great Western Railroad • During Phase 2 of the development contributions should be made to the improvement of Mulberry Road/Greenfields intersections improvements. 7 Bloom Fort Collins, CO Galloway & Company, Inc. I. Introduction Overview This report presents the results of a Master Traffic Impact Study (TIS) conducted in support of an Overall Development Plan (ODP) to develop a mix of commercial and residential uses in the City of Fort Collins, Colorado. Currently, the site is vacant. For purposes of this analysis only, the site is being proposed to be developed in two phases. The first phase of the project, the first Project Development Plan (PDP) is being developed coincident with the ODP and Master TIS. Therefore, the first phase of the project, studied herein, is intended to support the first phase PDP. Per the Larimer County Urban Area Street Standards (LCUASS), a Master TIS is required for developments that are “large complex projects or a project phased over a multi-year build out.” The subject Bloom project falls within this category and a TIS has been requested by the City of Fort Collins (Staff). The basis of this traffic impact study includes confirmation of the study area by Staff, guidance provided in the LCUASS, as well as information from nearby developments and information from the Applicant including preliminary site concepts. Site Location and Study Area The property that comprises the application area for the proposed development is approximately 235 acres in size and encompasses the following Larimer County Parcel Numbers: 8709000039, 8709000004, 8709000006, 8709000008, 8709000044, 8709000043, 8709000005, 8709000036 . It is located south of Vine Drive, east Timberline Road, west of Interstate 25, and north of Mulberry Street, as shown on Figure 1-1. It is zoned as a low density residential, medium density residential, neighborhood commercial, office employment, and commercial. The lot is currently vacant. Connections to the existing network are being proposed via an extension of Greenfields Court intersecting with Frontage Rd via roundabout and connections through the Mosaic subdivision via Sykes Drive for Phase 1. Full build out of the site will include further extending Greenfields Court to Vine Drive. The Applicant, Hartford Homes, seeks to develop the property with residential and commercial uses. A reduction of the Applicant’s proposed ODP is provided on Figure 1-2. A full-size copy of the plan is provided in Appendix A. The study area, as provided by a scoping meeting and subsequent correspondence with City staff, is generally bounded by the property line to the east and west, Vine Drive to the north, and Frontage Road to the south. A copy of the agreed upon scope of work is provided in Appendix B. Tasks undertaken in the course of this study included the following: 1. Reviewed the Applicant’s proposed development plans and other background data. 2. Conducted a virtual field reconnaissance of existing roadway and intersection geo metries, traffic controls, and speed limits. 3. Conducted peak hour turning movement counts at the key intersections. 8 Bloom Fort Collins, CO Galloway & Company, Inc. 4. Analyzed existing levels of service at each of the key study intersections based on the methodologies set forth in the Highway Capacity Guidelines 6th Edition as reported by Synchro version 11. 5. Forecasted background future traffic volumes based on baseline traffic counts, and regional traffic growth for 2023, 2030, and 2040 build-out conditions. 6. Calculated background levels of service at each of the key study intersections for the projected build - out years based on background future traffic forecasts, and the background future lane use and traffic controls. 7. Estimated the number of AM and PM peak hour trips that would be generat ed by the proposed uses based on ITE 10th Generation Trip Generation Rates and methodologies. 8. Prepared AM and PM peak hour total future traffic forecasts based on background traffic forecasts plus site traffic assignments for the 2023 (Phase 1 buildout year), and 2030 (Phase 2 full buildout year). 9. Reviewed nearby development (pipeline) traffic studies and information to determine development timing and pipeline trip assignments that would utilize study area intersections for 2030 and 2040 conditions. 10. Calculated total future levels of service for each of the key study intersections based on projected total future traffic forecasts, existing/future traffic controls and intersection geometries , and pipeline trip assignments. 11. Identified roadway improvements required to accommodate Phase 1 and Phase 2 full buildout future traffic volumes as necessary. 12. Calculated 2040 (long range) total future levels of service for each of the key study intersections based on projected 2040 total future traffic forecasts, 2040 future traffic controls and intersection geometries. 13. Identified potential roadway improvements required to accommodate 2040 (long range) conditions. Sources of data for this analysis included the Institute of Transportation Engineers (IT E), Trip Generation, 10th edition, the Highway Capacity Guidelines HCM 6th, Hartford Homes, City of Fort Collins, the LCUASS and the files/library of Galloway. Site Description and Access Site Conditions The terrain proximate to and surrounding the site is generally classified as “level”. Hazardous Conditions Based on the field reconnaissance in the vicinity of the subject site, no hazardous features or constraints were identified. Proposed Site Access Access to the site is ultimately being proposed via a connection to existing Sykes Drive, through the Mosaic subdivision, and a new extension of Greenfields Court. An additional connection to Vine Drive will be constructed to primarily serve development north of the Great Western Railway that runs through the 9 Bloom Fort Collins, CO Galloway & Company, Inc. property. Potential additional access locations to the local network have been identified through International Drive to the west and Delozier Road to the west and/or south. This connections are contingent on others and have not been included in this analysis. As mentioned previously the Master TIS contemplates two phases of development. Each phase of development assumes certain roadways and connections will be provided. Figure 1 -3 shows the connections to the surrounding network and existing routes to the larger network that will be available in Phase 1 and supported by the PDP that is being developed coincident with this study. Figure 1 -4 shows the ultimate connections provided by this project as well as the connections to the local network that are reasonable and expected and not contingent on others to develop. Existing Zoning The subject site is currently zoned as low density residential, medium density residential, neighborhood commercial, office employment, and commercial and is currently vacant. Figure 1-5 depicts the existing zoning associated with the subject property, as well as neighboring properties as shown on the City of Fort Collins zoning map. Nearby Uses The properties surrounding the subject site are generally developed with residential uses. Comprehensive Plan Land Use Recommendations for the Property According to the City’s Comprehensive Plan, the subject property shown on the Structure Plan as a combination of Mixed Neighborhood and Suburban Mixed Use. The proposed uses include multiple types and densities of residential and mixed use commercial oriented towards Mulberry Street. The current proposed plan conforms with this land use designation. The Master Street Plan provided in the Comprehensive Plan shows an east-west and north-south future “road connection” through the subject site and is shown in Figure 1-6. As shown in Figure 1-2, a grid of roadways is proposed that furthers the Comprehensive Plan’s future grid of streets. Master TIS Evaluation Elements Per the requirements of Chapter 4 – Transportation Impact Study of LCUASS the “purpose of the Master Transportation Impact Study is to provide a general sense of the overall impacts to the transporta tion system and to identify the larger scale improvement needs necessitated by the proposed development ”. The design of the overall development and analysis contained herein include a recognition and consideration of the City’s Master Street Plan, functional classifications, typical street sections and multi- modal and TDM opportunities. 10 11 ArterialArterial Minor Collector Minor Collector 12 13 14 Site 15 Site 16 Bloom Fort Collins, CO Galloway & Company, Inc. II. Background Information Study Area During the scoping meeting the study area and study intersections were agreed upon. The agreed upon scope of work form is provided as Appendix B. As discussed, and agreed upon, the traffic study focuses primarily on the following intersections: Study Intersections • Sykes Drive/Timberline Road • Vine Drive/Greenfields Court/Greenfields Drive • Mulberry Frontage Road/Greenfields Court • International Drive/Greenfields Court • Mulberry Street/Greenfields Court Study Assumptions For purposes of this analysis only, the proposed uses are assumed to be built and occupied in two distinct phases. It was assumed that Phase 1 uses would be built and operational in study year 2023 and the remainder of the site would be developed by 2030. As requested by Staff, a long-term analysis of 2040 was also provided. One pipeline development was identified that would utilize study intersections. The pipeline development was assumed complete after the development of Phase 1 of the subject site. Study Methodology Synchro software version 11 was used to evaluate levels of service at each of the study intersections during the weekday AM and PM peak hours. Synchro is a macroscopic model used for optimizing traffic signal timing and performing capacity analyses. The software can model existing traffic signal timings or optimize splits, offsets, and cycle lengths for individual intersections, an arterial, or a complete network. Synchro allows the user to evaluate the effects of changing intersection geometrics, traffic demands, traffic control, and/or traffic signal settings as well as optimize traffic signal timings. The levels of service reported for the signalized and unsignalized intersections analyzed herein were taken from the Highway Capacity Manual (HCM) 6th reports generated by Synchro 11. Level of service descriptions are included in Appendix C. In order to maintain a conservative analysis a default percent heavy vehicle (%HV) factor of 2% was used for all movements in the study area. The LCUASS provides acceptable level of service (LOS) standards for the City of Fort Collins. The following standards, provided by LCUASS in Chapter 4 – Transportation Impact Study Table 4-3, were used to evaluate the results of the analysis contained herein: Overall Any Approach Leg Any Movement Signalized D E E Unsignalized • Arterial/Arterial • Collector/Collector E F Unsignalized D F Roundabout E E E 17 Bloom Fort Collins, CO Galloway & Company, Inc. Existing Roadway Network Regional access to the subject site is provided by Interstate 25 and CO 14/Mulberry Street, and local access is provided via Vine Drive and Sykes Drive via Timberline Road. Figure 2-1 depicts existing lane use and traffic controls in the vicinity of the subject site. The following provides a description of each of the roadways within the study network. Vine Drive Vine Drive is an undivided two-lane roadway. The posted speed limit is 45 mph in the vicinity of the subject site. The roadway is classified by Larimer County as an arterial providing east-west connection through the region and access to several residential developments. Bike lanes exist in both directions along the site frontage. The intersection with Timberline Road operates under STOP control and the intersection with Greenfields Drive also operates under STOP control. The Master Street Plan designates Vine Drive proximate to the site as a 2-lane arterial. Greenfields Drive North of the site Greenfields Drive is an undivided two-lane roadway with bike lanes and a center turn lane. The posted speed limit is 25 mph in the vicinity of the subject site. The roadway is classified by Larimer County as a Collector and provides north-south connection through the region and access to several residential developments. The intersection with Vine Drive operates under unsignalized control. The Master Street Plan designates future Greenfields Court through the site as a 2 -lane arterial. Frontage Road Frontage Road is an undivided two-lane roadway. The posted speed limit is 25 mph in the vicinity of the subject site. The roadway is classified by Larimer County as a Collector providing east-west connection through the region and access to several commercial developments. The intersection with Greenfields Court operates under unsignalized control. The Master Street Plan designates Frontage Road proximate to the site as a 2-lane collector. Timberline Road Timberline Road is an undivided two-lane roadway expanding to a two-lane roadway with a center turn lane provides access to residential and commercial development through the City. The roadway is classified by Larimer County as an arterial providing north-south connection through the region and access to several residential and commercial developments. The posted speed limit is 30-45 mph in the vicinity of the subject site. The intersection with Vine Drive operates under unsignalized control. The Master Street Plan designates Timberline Road proximate to the site as a 4-lane arterial. Existing Non-Auto Connections As shown on the City of Fort Collins existing bike map there currently exists limited bike and pedestrian trails in the area. The City Bike Map is provided as Figure 2-2. This is largely due to the subject area being undeveloped as well as surrounding areas not being developed. The only designated bike route in the existing condition is along Vine Street and is designated as a “higher volume, higher speed roadway”. The adopted Bicycle Master Plan, provided as Figure 2 -3, calls for a “Paved Trail/Shared Use Path to cut through the entirety of the site from Vine Street along the rail line and then along Greenfields and across Mulberry. The Bloom project proposes to provide this connection in addition to many others to further build out the non-auto connections in the area. As shown in Figure 2 -4, this project will construct the trail as 18 Bloom Fort Collins, CO Galloway & Company, Inc. desired in the Bicycle Master Plan with Phase 1 of the development. The following additional non-auto connections are being contemplated: • Primary Pedestrian Parkway – that runs north-south through the majority of the development along One Drive and connecting to a private park and provides connection to the Regional Trail. • Regional Trail – a 50’ regional trail corridor that follows the rail and Greenfields Drive satisfying the Master Plan. This will extend along the rail to the east as well as provide additional connection to the north to Vine Drive on the eastern edge of the property • Internal Trails – are provided throughout the edges of District 1 and along the western property border. This includes along Delozier Road alignment which will be provided in Phase 1. These connections along with the network of sidewalks as required by the ne w roadways will provide significant non-auto (namely bike and pedestrian) connections throughout the neighborhoods and to the surrounding developments. Existing Transit The public transit service in Fort Collins is provided by Transfort. As shown in Figur e 2-5, service is currently provided to the area via Route 14 “Downtown Transit Center (DTC) – Lincoln – Mulberry – John Deere – Vine – Timberline”. Service for this line is generally provided in 60 minute headways and provides regional connection from this area to downtown. As shown on Figure 2-5, transit stops are located along Vine Drive, Timberline Road, and Mulberry Street. The majority of the proposed development would be within a half mile of an existing transit stop. The robust network of trails tha t will be provided with the Bloom project will give access to the transit stops along Transfort Route 14 and provide residents and employees transit access to downtown. Assumed Roadway Improvements No funded/programmed roadway improvements were identified in the study area during build out scenarios that would affect study intersections. It was understood that Vine Drive and Timberline Road intersection will be signalized in the future and not included in the scope of this study. 19 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP20 Site 21 Site 22 23 Site 24 Bloom Fort Collins, CO Galloway & Company, Inc. III. Analysis of Existing Conditions Traffic Volumes Weekday AM and PM peak hour traffic volumes counts were conducted on Tuesday March 9, 2021 and Tuesday August 17, 2021 from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM at the study intersections by IDAX Data Solutions. Due to the current Covid-19 global pandemic consideration has been given to the accuracy of the collected counts. It has been observed by CDOT, that traffic counts are generally consistent or greater than pre-Covid conditions. With that observation in mind, and consistent with nearby traffic studies the collected counts were considered useable for this analysis For purposes of this study, the individual peak hours were selected based on a review of the intersection volumes. The existing volumes are summarized on Figure 3-1. Copies of traffic counts are included in Appendix D. Existing peak hour factors (PHF) were also computed by approach from the traffic counts and applied to the analysis with a minimum of 0.85 and a maximum of 0.92. Operational Analysis Capacity/level of service (LOS) analyses were conducted at the study intersections based on the existing lane use and traffic controls shown on Figure 2-1, existing baseline vehicular traffic volumes shown on Figure 3-1. The capacity analysis results are presented in Appendix E and summarized in Table 3-1 and on Figure 3-2. As shown in Table 3-1, the study intersections currently operate at overall acceptable levels of service (LOS) “E” or better during the weekday peak hours. Existing Intersection Queues An analysis of intersection 95th-percentile queues was performed at key locations. The results of the queuing analysis, as reported by Synchro, are summarized in Table 3-2. As shown in the table, the existing queues are contained within the effective storage within the study area. 25 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP26 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP27 Table 3-1 Bloom Existing Intersection Level of Service Summary (1) (2) Operating Street Approach/ AM PM Intersection Condition Name Movement Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL C [23.7] D [26.6] EBTR B [13.6] B [10.5] WBL E [35.3] E [35.1] WBTR A [9.8] B [11.2] NBL A [8.9] A [8.2] NBT A [0.0] A [0.0] NBR A [0.0] A [0.0] SBL A [8.0] A [8.7] SBTR A [0.0] A [0.0] 2 Vine Dr/Greenfields Dr STOP EBL A [7.9] A [7.8] EBT A [0.0] A [0.0] Vine Dr WBTR A [0.0] A [0.0] SBL B [12.3] B [13.1] SBR A [10.0] A [9.6] 3 Frontage Rd/Greenfields Ct STOP Frontage Rd EBTR A [6.8] A [6.9] Frontage Rd WBLT A [7.6] A [7.8] Greenfields Ct NBLR A [6.7] A [6.9] 5 Mulberry St/Greenfields Ct Signal EBL C (20.8) B (10.2) EBT B (11.0) D (45.8) EBR A (7.6) A (7.8) WBL A (8.2) C (27.1) WBT C (26.1) B (12.7) WBR A (6.7) A (6.8) NBL C (31.3) C (34.7) NBTR C (32.5) C (33.5) Greenfields Ct SBLTR C (30.7)D (43.4) C (21.0) C (31.9) Notes : (1) Numbers in brackets [] represent delay at unsignalized intersections in seconds per vehicle. (2) Numbers in parenthesis () represent delay at signalized intersections in seconds per vehicle. Vine Dr Sykes Dr Sykes Dr Timberline Rd Timberline Rd Existing 2021 Greenfields Dr Mulberry St Mulberry St Greenfields Ct Overall 28 Table 3-2 Bloom Existing Intersection Queueing Summary (1) Operating Street Approach/ Available AM PM Intersection Condition Name Movement Storage Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL 130 2.5 2.5 EBTR - 7.5 5 WBL 200 45 35 WBTR - 2.5 2.5 NBL - 0 5 NBT - 0 0 NBR 375 0 0 SBL 145 0 2.5 SBTR - 0 0 2 Vine Dr/Greenfields Dr STOP EBL 300 0 2.5 EBT - 0 0 Vine Dr WBT - 0 0 SBL - 2.5 2.5 SBR - 2.5 2.5 3 Frontage Rd/Greenfields Ct STOP Frontage Rd EBTR - 2.5 5 Frontage Rd WBLT - 7.5 10 Greenfields Ct NBLR - 2.5 2.5 5 Mulberry St/Greenfields Ct Signal EBL 185 12 15 EBT - 254 850 EBR 280 15 18 WBL 575 21 71 WBT - 756 378 WBR 240 0 0 NBL 210 86 102 NBTR - 42 48 Greenfields Ct SBLTR - 56 146 Notes : (1) Queue length is based on the 95th percentile queue as reported by Synchro, Version 10. Timberline Rd Existing 2021 Sykes Dr Sykes Dr Timberline Rd Vine Dr Greenfields Dr Mulberry St Mulberry St Greenfields Ct 29 Bloom Fort Collins, CO Galloway & Company, Inc. IV. Analysis of Future Conditions without Site Development Methodology The future traffic forecasts, without the proposed new use, were developed for 2023 and 2030 conditions based on a composite of existing baseline traffic volumes and regional traffic. A 2% growth factor per year was applied to existing traffic along Vine Drive and Timberline Road. Regional Growth Increases in traffic associated with regional growth were estimated at two (2.0) percent per year, as agreed upon in the scope of work, compounded for through movements along Vine Drive and Timberline Road up to 2023, as well as to 2030. This growth accounts for increases in traffic resulting from influences outside of the immediate study area. The resulting increases in traffic within the study area are reflected on Figure 4-1 for the 2023 scenario, and Figure 4-2 for 2030 scenario. Background Traffic Forecasts The existing traffic volumes depicted on Figure 3-1 and the regional growth shown on Figure 4-1 (2023) and Figure 4-2 (2030) were added together to yield the background future traffic forecasts. The background future (without site development) forecasts are shown on Figure 4-3 for 2023 conditions and Figure 4-4 for 2030 conditions. Background Future Levels of Service Capacity analyses of 2023 and 2030 future traffic conditions without the proposed development are provided in Appendix F and summarized in Table 4-1. The forecasted levels of service are also depicted graphically on Figure 4-5 for 2023 conditions and Figure 4-6 for 2030 conditions. As shown on Table 4-1, the intersections within the study area would continue to operate at overall acceptable levels of service (“E” or better) during the AM and PM peak hours, consistent with existing conditions. Minor increases in delay are forecasted due to growth along the arterials within the study area. Certain individual movements are forecasted to operate at LOS “F” during the 2030 AM peak: • Sykes Drive/Timberline Road – Westbound Left Background Future Queueing An analysis of intersection queues was performed at key locations under background future traffic conditions. The results of the queuing analysis are summarized in Table 4-2. As shown in the table, queues within the study network will generally increase due to regional traffic growth. The increase in 95th-percentile queues within the study area are forecasted to be minor. 30 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP31 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP32 STOPSTOPSTOPSTOPSTOP STOPSTOP YIELD 33 STOPSTOPSTOPSTOPSTOP STOPSTOP YIELD 34 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP35 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP36 Table 4-1 Bloom Background Intersection Level of Service Summary (1) (2) Operating Street Approach/ AM PM AM PM AM PM Intersection Condition Name Movement Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL C [23.7] D [26.6] C [25.0] D [27.8] D [30.3] D [33.2] EBTR B [13.6] B [10.5] B [13.9] B [10.6] C [15.4] B [11.1] WBL E [35.3] E [35.1] E [38.6] E [37.5] F [56.4] E [49.7] WBTR A [9.8] B [11.2] A [9.9] B [11.3] B [10.1] B [12.0] NBL A [8.9] A [8.2] A [9.0] A [8.3] A [9.4] A [8.4] NBT A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] NBR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] SBL A [8.0] A [8.7] A [8.0] A [8.7] A [8.1] A [9.0] SBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] 2 Vine Dr/Greenfields Dr STOP EBL A [7.9] A [7.8] A [7.9] A [7.8] A [8.0] A [7.9] EBT A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] Vine Dr WBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] SBL B [12.3] B [13.1] B [12.5] B [13.4] B [13.3] B [14.3] SBR A [10.0] A [9.6] A [10.0] A [9.6] B [10.3] A [9.8] 3 Frontage Rd/Greenfields Ct STOP Frontage Rd EBTR A [6.8] A [6.9] A [6.8] A [6.9] A [6.8] A [6.9] Frontage Rd WBLT A [7.6] A [7.8] A [7.6] A [7.8] A [7.6] A [7.8] Greenfields Ct NBLR A [6.7] A [6.9] A [6.7] A [6.9] A [6.7] A [6.9] 5 Mulberry St/Greenfields Ct Signal EBL C (20.8) B (10.2) C (22.4) B (10.8) C (22.6) B (14.0) EBT B (11.0) D (45.8) B (11.2) E (58.4) B (12.4) F (116.9) EBR A (7.6) A (7.8) A (7.5) A (7.8) A (7.5) A (7.8) WBL A (8.2) C (27.1) A (8.4) C (27.1) A (9.7) C (27.1) WBT C (26.1) B (12.7) C (32.2) B (13.2) E (75.7) B (15.9) WBR A (6.7) A (6.8) A (6.6) A (6.8) A (6.6) A (6.8) NBL C (31.3) C (34.7) C (31.6) C (34.7) C (31.6) C (34.7) NBTR C (32.5) C (33.5) C (32.8) C (33.5) C (32.8) C (33.5) Greenfields Ct SBLTR C (30.7)D (43.4)C (31.0)D (43.4)C (31.0)D (43.4) C (21.0) C (31.9) C (24.6) D (38.5) D (49.7) E (69.8) Notes : (1) Numbers in brackets [] represent delay at unsignalized intersections in seconds per vehicle. (2) Numbers in parenthesis () represent delay at signalized intersections in seconds per vehicle. Vine Dr Sykes Dr Sykes Dr Timberline Rd Timberline Rd Existing 2021 Background 2023 Background 2030 Greenfields Dr Mulberry St Mulberry St Greenfields Ct Overall 37 Table 4-2 Bloom Background Intersection Queueing Summary (1) Operating Street Approach/ Available AM PM AM PM AM PM Intersection Condition Name Movement Storage Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL 130 2.5 2.5 2.5 2.5 5 2.5 EBTR - 7.5 5 10 5 10 5 WBL 200 45 35 50 37.5 67.5 47.5 WBTR - 2.5 2.5 2.5 2.5 2.5 2.5 NBL - 0 5 0 5 0 5 NBT - 0 0 0 0 0 0 NBR 375 0 0 0 0 0 0 SBL 145 0 2.5 0 2.5 0 2.5 SBTR - 0 0 0 0 0 0 2 Vine Dr/Greenfields Dr STOP EBL 300 0 2.5 0 2.5 0 2.5 EBT - 0 0 0 0 0 0 Vine Dr WBT - 0 0 0 0 0 0 SBL - 2.5 2.5 2.5 2.5 2.5 2.5 SBR - 2.5 2.5 2.5 2.5 2.5 2.5 3 Frontage Rd/Greenfields Ct STOP Frontage Rd EBTR - 2.5 5 2.5 5 2.5 5 Frontage Rd WBLT - 7.5 10 7.5 10 7.5 10 Greenfields Ct NBLR - 2.5 2.5 2.5 2.5 2.5 2.5 5 Mulberry St/Greenfields Ct Signal EBL 185 12 15 12 15 12 15 EBT - 254 850 268 900 325 1088 EBR 280 15 18 15 18 15 21 WBL 575 21 71 21 71 21 71 WBT - 756 378 804 402 980 512 WBR 240 0 0 0 0 0 0 NBL 210 86 102 86 102 86 102 NBTR - 42 48 42 48 42 48 Greenfields Ct SBLTR - 56 146 56 146 56 146 Notes : (1) Queue length is based on the 95th percentile queue as reported by Synchro, Version 10. Timberline Rd Existing 2021 Background 2023 Background 2030 Sykes Dr Sykes Dr Timberline Rd Vine Dr Greenfields Dr Mulberry St Mulberry St Greenfields Ct 38 Bloom Fort Collins, CO Galloway & Company, Inc. V. Site Analysis Overview The Applicant proposes to develop the 235-acre site with residential and commercial uses. The development will be built in phases to be determined. For purposes of this study only, the site will be developed in two phases. The analysis contained herein concludes that Phase 1 (first PDP submission) can be accommodated solely with the proposed extension of Greenfields Court between Sykes Drive and Frontage Road as well as connections to Sykes Drive through the Mosaic development. It is proposed that the Greenfields Court/Frontage Road intersection will be reconstructed as a roundabout. The remainder of the site will benefit from further connecting Greenfields C ourt to the north and the signalization of Sykes Drive/Timberline Road. These phases were based on the portion of the overall site that would likely be filed initially for Phase 1 PDP and the necessary improvements to accommodate that initial development. Phase 2 represents the ultimate buildout of the site to identify any additional improvements that may be necessary. The future lane use and traffic control is shown on Figure 5-1 for 2023 Phase 1 and Figure 5-2 for 2030 Phase 2. For analysis purposes it was assumed that Phase 1 would be complete in 2023 and Phase 2 would be complete in 2030. The following land use development programs were analyzed: Phase 1 - 2023 371 470 DU DU Single Family Detached Multifamily Housing (Mid-Rise) Phase 2 – 2030 336 1260 49,230 184,860 DU DU SF SF Single Family Detached Multifamily Housing (Mid-Rise) General Office Building Retail Grid of Streets As mentioned previously the proposed ultimate layout of this project furthers the City’s Master Street Plan shown in Figure 1-4. As shown in the Master Street Plan a north-south and east-west arterial are planned which are provided as the extension of Greenfields Court and International Drive respectively. Additionally, two east-west collectors are planned as the extension of Sykes Drive and Donella Court as it is shown in the current plans. A north-south collector connection is also planned for which is the extension of Delozier Drive. Finally, a north-south Spine Road/Parkway Corridor will provide significant non-vehicular connection for the development as well as provide connection to the future regional trail that parallels that existing rail. These connections are being provided for to the extent possible that the development can provide. The connections of Donella Drive and Delozier Drive as well as the ultimate extension of International Drive are dependent on neighboring properties to be completed. This project will further these connections and extensions to the extent possible and will allow for the ultimate conditions bein g realized once neighboring properties redevelop. A quick description of each new roadway connection and its furtherance of the overall network connectivity is provided below: 39 Bloom Fort Collins, CO Galloway & Company, Inc. Sykes Drive As mentioned previously Sykes Drive will provide a necessary east -west connection to the existing neighborhood to the west as well as provide connection to the future connection of Greenfields Court, and the north-south spine road shown as the Parkway Corridor. This roadway will provide substantial east-west collector connections for existing and future development for both vehicular and non-vehicular traffic. Donella Drive Similar to the Sykes Drive connection mentioned previously, Donella Drive provide connection to existing neighborhoods to the west as well as providing connection to the north-south spine road One Drive and future Greenfields Drive extension. This roadway will provide essential connections to any future north- south Delozier Drive extensions. Greenfields Court The north-south arterial extension of Greenfields Court will further the Master Street Plan and provide essential connection for the future development and existing network. The roadway will provide vehicular, bicycle, and pedestrian crossing of the Great Western Railway and provide connection between Vine Drive and Mulberry Street, a connection that currently only exists at Timberline Drive to the west. This roadway will help activate connection between the proposed residential developments to the commercial developments oriented along Mulberry Street. It is designed that this connection will be utilized for both vehicular and non-vehicular traffic for the existing neighborhoods to the north of Vine Street as well as to the west of the proposed developments. One Drive/Parkway Corridor This north-south connection will provide primarily non-vehicular connectivity between the proposed development areas. The roadway will be designed as a collector but is planned for greater use for bicycle and pedestrian traffic. This will allow residential and commercial connection to prioritize walking and biking trips and take vehicular traffic off the network. International Drive As shown on the Master Plan, International Drive would ultimately provide east-west connection regionally and provide alternatives to Vine Street and Mulberry Street. The ultimate alignment of International Drive on the Master Plan shows a circuitous route around an existing runway. It is anticipated that although the opportunity exists for east-west mobility with the construction of International Drive it would be a less desirable route than either Vine Street or Mulberry Street. This development would construct International Drive to its Master Planned section. Delozier Road As shown on the Master Plan, the existing segment of Delozier Road is planned to provide a north south connection to the Mulberry Street frontage road, which it currently intersects with the east west collectors and arterials to the north, specifically Donella Drive, International Drive and Sykes Drive. Right-of-way for this roadway currently exists through a number of existing buildings and is offset to the west of the subject property. This project proposes to provide the right-of-way necessary to construct a half section of Delozier on the property and provide a fee-in-lieu as it is understood that the ultimate connection of Delozier Road requires so further design and the redevelopment of neighboring properties. Until such a time that Delozier can be designed a constructed a temporary trail would be provided for to maintain non-auto connections to the extent possible. 40 Bloom Fort Collins, CO Galloway & Company, Inc. The connections as proposed and shown will provide high levels of connectivity for existing neighborhoods to the west to the surrounding network. Additionally, the ultimate development is providing a number of additional elements of connectivity to serve the proposed development and neighboring developments. Connections both vehicular and non-vehicular are being provided every approximately 660’ feet to provide recommended connectivity opportunities. Additional benefits of the planned grid of streets and the larger cohesive neighborhoods are greater Transportation Demand Management (TDM) opportunities. TDM refers to the strategies and programs that leverage existing infrastructure to cut down on single occupancy vehicle (SOV) trips. The planned connection to the regional trail, bicycle and pedestrian focused Parkway and consideration for bicycle and pedestrian connections under the railway will help to promote non-SOV trips. Although specific programs have not been determined to date, opportunities for reducing non-SOV trips through cohesive neighborhood programs would be available due to the planned branding and vision for the Bloom project. As mentioned previously, in furtherance of the connectivity of the project the following standard is included in the PUD language: To the extent feasible, all development plans shall provide bicycle and pedestrian and/or vehicular connection at all sub-arterial streets stubbed to the boundary of the development plan by previously approved development plans or existing development. All development plans shall provide for future bicycle and pedestrian and/or vehicular connections to adjacent developable parcels by providing a local street or landscape tract connection spaced at intervals not to exceed six hundred sixty (660) feet along each development plan boundary that abuts potentially developable or redevelop able land, to the extent feasible. When adjacent to open space, natural areas, railroad tracks, or other similar natural or manmade impediments that inhibit this standard from being met this standard is not required to be met. Proposed Site Access As shown on the Applicant’s plan (Figure 1-2) and mentioned above access to Phase 1 will be provided via the following connections/improvements: • Sykes Drive • Greenfields Court • Greenfields Court/Frontage Round roundabout Access to the full buildout of the development, Phase 2, would be provided via the following additional connections/improvements: • Greenfields Court/Vine Drive • Signalization of Sykes Drive/Timberline Road • Mulberry Street/Greenfields Court improvements o Eastbound Dual Lefts o Westbound Right Channelization o 6 lanes of through capacity along Mulberry Street 41 Bloom Fort Collins, CO Galloway & Company, Inc. Trip Generation Overview Trip generation estimates for the weekday AM and PM peak hours, as well as the weekday average daily traffic (ADT), were derived from the standard Institute of Transportation Engineers (ITE) Trip Generation Manual rates/equations, as published in the 10th edition. The trip generation analysis is presented in Table 5-1. Internal Capture Due to the mixed-use nature of the proposed development, it is assumed that a number of trips would be shared between the residential and commercial uses. These are trips that are going from one use on site to another use on site and should not be counted as separate trips for each use. This “internal capture reduction” rate is provided by National Cooperative Highway Research Program (“NCHRP”) Transportation Research Board (“TRB”)’s 8-51 Trip Capture Estimation Tool. Internal capture was evaluated for Phase 2 of the development and including only those areas closest to Mulberry Rd. The tool suggests that an internal capture rate of approximately 2% in the AM peak hour and 16% in the PM peak hour can be expected. As shown in Table 5 -1, 22 AM peak hour trips and 282 PM peak hour trips can be anticipated to be captured between the uses on site. The NCHRP worksheets can be found in Appendix G. Pass-by Trips According to ITE, in some cases the driveway volumes at a particular land use are different from the amount of traffic added to the adjacent street system. Uses such as retail establishments attract a portion of their trips from traffic that is already present on the road network. Pass -by trip are those trips which are made as intermediate stops on the way to a primary destination. An example of a pass -by trip would be one in which a driver stops at a gas station on his/her way home from work. The proposed retail uses would experience pass-by trips. In recognition of this phenomenon and consistent with ITE published data, which is provided in Appendix G, a thirty four percent (34%) pass-by reduction was applied to the retail portions of the trip generation analysis for the PM peak and ADT. As shown in Table 5-1, the retail portion of development is anticipated to generate 295 weekday PM peak hour pass-by trips at buildout. Therefore, these trips would be drawn from the existing road network and assigned to the future site entrances accordingly. Pass-by trip assignments at key study intersections are shown on Figure 5-3. Net Site Trips The vehicle trips that would be generated by the proposed development plan are summarized in Table 5 - 1. As shown in Table 5-1, the site would generate in Phase 1, 424 new weekday AM and 554 weekday PM peak hour vehicle trips as well as 6,033 new weekday d aily trips. Upon completion and full occupancy Phase 2 the site would generate, 1,569 net new weekday AM and 1,857 net new weekday PM peak hour vehicle trips as well as 21,821 new weekday daily trips. 42 Bloom Fort Collins, CO Galloway & Company, Inc. Site Trip Distributions The distribution of the anticipated trips generated by the completion of the proposed development was based on an examination of existing traffic counts and local knowledge and agreed upon by Staff. Existing travel patterns indicate the following distribution is appropriate in the for ecasting of future site traffic: • To/from the north on Timberline Road: 20% • To/from the east on Vine Drive: 10% • To/from the east on Mulberry Street: 40% • To/from the west on Mulberry Street: 30% Site Trip Assignments The assignment of the new vehicle trips generated upon the future build-out of the development project was based on the above distribution. The trips assignments are depicted on Figure 5 -4 for Phase 1 and Figure 5-5 for Phase 2. The site trips were assumed to only have the benefits of roadways that did not require redevelopment by others. Phase 1 trips were routed through roadways provided by this development in Phase 1 and existing roadways. Phase 2 trips did not assume that a connection from International to Timberline Dri ve would be available so all site trips that originate or are destined to Timberline Drive were routed through Sykes Drive. This routing provides the most realistic and conservative estimate of site trips and provides functional information to the successful operation of the overall development. 43 STOP YIELDSTOPSTOPSTOPYIELDYIELDYIELDYIELDSTOPSTOP44 YIELDYIELDYIELD YIELDSTOPSTOPSTOP YIELD STOPSTOP 45 STOP YIELD STOPSTOP YIELDYIELDYIELD YIELDSTOPSTOP46 STOP YIELDSTOPSTOPYIELDYIELDYIELDYIELDSTOPSTOPSTOP47 STOP YIELD STOPSTOP YIELDYIELDYIELD YIELDSTOPSTOP48 Table 5-1 Bloom Site Trip Generation Land Average Use Daily Land Use Code Amount Units In Out Total In Out Total Trips Phase 1 - 2023 Single Family Detached Housing 210 371 DU 67 201 268 226 132 358 3,473 Multifamily Housing (Mid-Rise)221 470 DU 41 115 156 120 76 196 2,560 108 316 424 346 208 554 6,033 Phase 2 - 2030 Single Family Detached Housing 210 336 DU 64 189 253 213 124 337 3,417 Multifamily Housing (Mid-Rise)221 1,260 DU 110 309 419 322 205 527 6,862 Residential Subtotal 1,596 DU 174 498 672 535 329 864 10,279 Internal Capture (2)(2)(4)(6)(109)(64)(173)(773) External Vehicle Trips 172 494 666 426 265 691 9,506 General Office Building 710 49,230 SF 86 14 100 9 51 60 545 Internal Capture (2)(6)(4)(10)(8)(11)(19)(87) External Vehicle Trips 80 10 90 1 40 41 458 Retail 820 184,860 SF 244 151 395 459 497 956 10,505 Internal Capture (2)(3)(3)(6)(36)(54)(90)(1,681) External Vehicle Trips 241 148 389 423 443 866 8,824 Pass-by (AM 0%/PM 34%)0 0 0 (144)(151)(295)(3,000) Net New Retail Trips 241 148 389 279 292 571 5,824 493 652 1,145 706 597 1,303 15,788 601 968 1,569 1,052 805 1,857 21,821 Note(s): (1) Trip generation based on the Institute of Transportation Engineers' Trip Generation Manual, 10th Edition (2) Internal Trip Capture based on NCHRP 8-51 Internal Trip Capture Estimation Tool Total Net New Trips (Phase 1+Phase 2) AM Peak Hour PM Peak Hour Phase 1 Site Trips Phase 2 Net New Trips 49 Bloom Fort Collins, CO Galloway & Company, Inc. VI. Analysis of Future Conditions with Site Development Overview An analysis of total future conditions, with development of the site, is provided for each of the buildout phase years (2023 and 2030). It was determined that in addition to bac kground growth as described previously, the nearby Peakview development would be built coincident with Phase 2 of the subject site. Pipeline Development As agreed, to with Staff, an approved but unbuilt/unoccupied (i.e., “pipeline”) development was identi fied for consideration within the study. According to a TIS provided by Staff the Peakview development would be built with the following mix of uses: 6,500 SF Drive in Bank 54,500 SF Office 154,500 SF Retail 4,000 SF High Turnover Sit-down Restaurant 70 Rooms Hotel 3,000 SF Fast Food with Drive-thru The location of the pipeline development in relation to the Applicant’s property is shown in Figure 6-1. Pipeline development trips were generated using the Institute of Transportation Engineers (ITE) 10 th Generation Trip Generation rates/equations and applied to the study intersections in Figure 8 of the pipeline’s TIS. The site trip assignments contained therein assume the full buildout of the network and have been assumed for both the 2030 (Phase 2) and long range analyzes. Relevant excerpts from the Peakview TIS are provided in Appendix H. Total Future Traffic Forecasts The 2023 and 2030 total future traffic forecasts associated with the proposed development were developed by combining the baseline traffic volumes shown on Figure 3-1, background future forecasts shown on Figure 4-3 (2023), Figure 4-4 (2030), the Peakview trips for the 2030 scenario only and the total site trip assignments shown on Figure 5-4 (2023) and Figure 5-5 (2030). The resulting total future traffic forecasts are provided on Figure 6-2 for 2023 and Figure 6-3 for 2030. Total Future 2023 and 2030 Levels of Service with Proposed Development Future levels of service with the proposed development plan were estimated at key study intersections based on the future traffic volumes shown on Figure 6-2 and Figure 6-3, the future lane use on Figure 5-1 and Figure 5-2, and the HCM 6th methodologies for signalized, roundabout and unsignalized intersections. The results of these analyses are provided in Appendix I and presented in Table 6-1. Total future levels of service are also presented graphically on Figure 6-4 (2023) and Figure 6-5 (2030). 2023 Phase 1 Levels of Service As shown in Table 6-1, levels of service under Phase 1 future site development conditions would generally remain consistent with background conditions. All study intersections would continue to operate at overall 50 Bloom Fort Collins, CO Galloway & Company, Inc. acceptable levels of service with the exception of Sykes Dr/Timberline Rd. Consistent with background conditions side street delays are forecasting to operate at LOS “F”. 2030 Phase 2 Levels of Service As shown in Table 6-1, levels of service under Phase 2 future site development conditions would generally remain consistent with Phase 1 conditions. All study intersections would continue to operate at overall acceptable levels of service with the exception of Sykes Drive/Timberline Road. Consistent with Phase 1 conditions side street delays are forecasting to operate at LOS “F”. Total Future 2023 and 2030 Queuing Total future queues were forecasted using Synchro software. The results of the queuing analysis are summarized in Table 6-2. In general, vehicle queues would be consistent with background future conditions. However, as shown in Table 6-2, the westbound left at Sykes Drive/Timberline Road is forecasted to exceed the available storage during 2030 Phase 2 buildout conditions . Total Future 2023 and 2030 Improvements As shown in Table 6-1 and Table 6-2 the side street delays at the Sykes Drive/Timberline Road are forecasting to operate at LOS “F” during the background and total future scenarios. A signal warrant analysis was done, which is detailed in future sections of this report, and found that a signal was NOT warranted in 2023 scenarios but was warranted in 2030 scenarios. The Sykes Drive/Timberline Road was analyzed as a signalized intersection for the 2030 scenario with signalized improvement. Under signalized control the Sykes Drive/Timberline Road intersection is forecas ted to operate at acceptable LOS as well as experience queues that are contained within the effective storage of the intersection. It is recommended that Sykes Drive/Timberline Road be improved to a signalized intersection as the full buildout of Bloom and Peakview developments and additional regional growth generate sufficient trips to trigger warrants consistent with guidance found in the Manual on Uniform Traffic Control Devices (MUTCD). A sensitivity analysis for this proposed signal is provided in later sections of this report. 51 52 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOPYIELDYIELDYIELDYIELD53 STOP YIELD STOPSTOP YIELDYIELDYIELD YIELDSTOPSTOP54 STOPSTOPSTOPYIELDYIELDYIELD YIELDSTOPSTOPSTOP YIELD STOP YIELD 55 YIELDYIELDSTOPSTOPSTOP YIELD STOP YIELD STOPSTOP YIELDYIELD 56 Table 6-1 Bloom Total Future Intersection Level of Service Summary (1) (2) Operating Street Approach/ AM PM AM PM AM PM AM PM Intersection Condition Name Movement Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL C [25.0] D [27.8] D [30.3] D [33.2] D [34.9] F [51.3] n/a n/a EBTR B [13.9] B [10.6] C [15.4] B [11.1] B [13.9] B [10.6] n/a n/a WBL E [38.6] E [37.5] F [56.4] E [49.7] F [84.5] F [129.1] n/a n/a WBTR A [9.9] B [11.3] B [10.1] B [12.0] B [10.7] B [12.2] n/a n/a NBL A [9.0] A [8.3] A [9.4] A [8.4] A [9.0] A [8.3] n/a n/a NBT A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] n/a n/a NBR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] n/a n/a SBL A [8.0] A [8.7] A [8.1] A [9.0] A [8.1] A [9.5] n/a n/a SBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] n/a n/a Signal added Signal EBL n/a n/a n/a n/a n/a n/a B (15.8) B (14.7) EBTR n/a n/a n/a n/a n/a n/a B (13.4) B (13.5) WBL n/a n/a n/a n/a n/a n/a B (16.3) B (15.4) WBTR n/a n/a n/a n/a n/a n/a B (15.0) B (14.6) NBL n/a n/a n/a n/a n/a n/a B (13.8) A (6.7) NBT n/a n/a n/a n/a n/a n/a A (5.1) A (5.2) NBR n/a n/a n/a n/a n/a n/a A (4.2) A (3.6) SBL n/a n/a n/a n/a n/a n/a A (6.7) B (10.1) SBTR n/a n/a n/a n/a n/a n/a A (9.7)A (4.6) n/a n/a n/a n/a n/a n/a A (9.5) A (6.6) 2 Vine Dr/Greenfields Dr STOP EBL A [7.9] A [7.8] A [8.0] A [7.9] n/a n/a n/a n/a EBT A [0.0] A [0.0] A [0.0] A [0.0] n/a n/a n/a n/a Vine Dr WBTR A [0.0] A [0.0] A [0.0] A [0.0] n/a n/a n/a n/a SBL B [12.5] B [13.4] B [13.3] B [14.3] n/a n/a n/a n/a SBR A [10.0] A [9.6] B [10.3] A [9.8] n/a n/a n/a n/a Greenfields Ct Access added STOP EBL n/a n/a n/a n/a A [7.9] A [7.9] A [8.0] A [8.0] EBTR n/a n/a n/a n/a A [0.0] A [0.0] A [0.0] A [0.0] WBL n/a n/a n/a n/a A [0.0] A [0.0] A [7.9] A [8.4] WBTR n/a n/a n/a n/a A [0.0] A [0.0] A [0.0] A [0.0] NBL n/a n/a n/a n/a A [0.0] A [0.0] C [21.3] D [28.2] NBTR n/a n/a n/a n/a A [0.0] A [0.0] A [9.9] B [10.9] SBL n/a n/a n/a n/a B [13.0] B [14.2] C [19.2] C [24.7] SBTR n/a n/a n/a n/a B [10.1] A [9.8] B [10.4] B [10.1] 3 Frontage Rd/Greenfields Ct STOP Frontage Rd EBTR A [6.8] A [6.9] A [6.8] A [6.9] n/a n/a n/a n/a Frontage Rd WBLT A [7.6] A [7.8] A [7.6] A [7.8] n/a n/a n/a n/a Greenfields Ct NBLR A [6.7] A [6.9] A [6.7] A [6.9] n/a n/a n/a n/a Greenfields Ct Access added Roundabout constructed CIRCLE Frontage Rd EBLTR n/a n/a n/a n/a A [3.6] A [3.7] A [9.6] D [28.4] Frontage Rd WBLTR n/a n/a n/a n/a A [3.3] A [4.1] A [6.9] C [16.3] NBLTR n/a n/a n/a n/a A [3.0] A [3.9] A [7.9] D [31.0] NBR n/a n/a n/a n/a A [2.8] A [2.9] A [2.9] A [3.0] SBLT n/a n/a n/a n/a A [4.0] A [3.6] A [9.5] D [26.2] SBR n/a n/a n/a n/a A [2.7]A [2.8]A [3.6]A [4.1] n/a n/a n/a n/a A [3.6] A [3.8] A [8.5] D [27.5] 4 International Dr/Private Dr/Greenfields Ct STOP EBL n/a n/a n/a n/a A [0.0] A [0.0] B [13.7] C [22.2] EBTR n/a n/a n/a n/a A [9.1] A [8.8] B [10.7] A [10.0] WBL n/a n/a n/a n/a A [0.0] A [0.0] C [18.2] D [28.1] WBTR n/a n/a n/a n/a A [0.0] A [0.0] A [9.0] A [9.9] NBL n/a n/a n/a n/a A [7.4] A [7.5] A [7.9] A [8.1] NBTR n/a n/a n/a n/a A [0.0] A [0.0] A [0.0] A [0.0] SBL n/a n/a n/a n/a A [0.0] A [0.0] A [7.5] A [7.9] SBTR n/a n/a n/a n/a A [0.0] A [0.0] A [0.0] A [0.0] 5 Mulberry St/Greenfields Ct Signal EBL C (22.4) B (10.8) C (22.6) B (14.0) n/a n/a n/a n/a EBT B (11.2) E (58.4) B (12.4) F (116.9) n/a n/a n/a n/a EBR A (7.5) A (7.8) A (7.5) A (7.8) n/a n/a n/a n/a WBL A (8.4) C (27.1) A (9.7) C (27.1) n/a n/a n/a n/a WBT C (32.2) B (13.2) E (75.7) B (15.9) n/a n/a n/a n/a WBR A (6.6) A (6.8) A (6.6) A (6.8) n/a n/a n/a n/a NBL C (31.6) C (34.7) C (31.6) C (34.7) n/a n/a n/a n/a NBTR C (32.8) C (33.5) C (32.8) C (33.5) n/a n/a n/a n/a Greenfields Ct SBLTR C (31.0)D (43.4)C (31.0)D (43.4)n/a n/a n/a n/a C (24.6) D (38.5) D (49.7) E (69.8) n/a n/a n/a n/a SB Greenfields Ct Lane Improvements Signal EBL n/a n/a n/a n/a B (16.0) A (8.0) C (23.6) C (34.5) EBT n/a n/a n/a n/a B (14.6) B (15.0) A (10.0) B (16.5) EBR n/a n/a n/a n/a B (11.6) A (8.2) A (7.6) A (8.0) WBL n/a n/a n/a n/a B (11.1) B (18.4) A (7.6) C (21.1) WBT n/a n/a n/a n/a B (19.8) B (11.3) B (16.3) B (11.9) WBR n/a n/a n/a n/a A (0.0) A (0.0) A (0.0) A (0.0) NBL n/a n/a n/a n/a C (28.2) C (30.8) C (31.8) C (33.9) NBTR n/a n/a n/a n/a C (28.3) C (30.3) C (33.1) C (33.2) SBL n/a n/a n/a n/a C (32.3) C (34.0) F (109.2) F (244.3) SBTR n/a n/a n/a n/a C (25.3)C (26.6)C (27.9)C (28.9) n/a n/a n/a n/a B (18.9) B (15.1) C (25.7) D (45.0) Notes : (1) Numbers in brackets [] represent delay at unsignalized intersections in seconds per vehicle. (2) Numbers in parenthesis () represent delay at signalized intersections in seconds per vehicle. Total Future 2023 Total Future 2030 Vine Dr Sykes Dr Sykes Dr Timberline Rd Timberline Rd Background 2023 Background 2030 Sykes Dr Sykes Dr Timberline Rd Timberline Rd Overall Greenfields Ct Greenfields Dr Vine Dr Vine Dr Greenfields Ct Greenfields Dr Greenfields Ct Greenfields Ct Overall International Dr Private Dr Greenfields Ct Greenfields Ct Greenfields Ct Overall Mulberry St Mulberry St Greenfields Ct Overall Mulberry St Mulberry St 57 Table 6-2 Bloom Total Future Intersection Queueing Summary (1) Operating Street Approach/ Available AM PM AM PM AM PM AM PM Intersection Condition Name Movement Storage Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL 130 2.5 2.5 5 2.5 5 5 n/a n/a EBTR - 10 5 10 5 10 5 n/a n/a WBL 200 50 37.5 67.5 47.5 132.5 127.5 n/a n/a WBTR - 2.5 2.5 2.5 2.5 15 12.5 n/a n/a NBL - 0 5 0 5 0 5 n/a n/a NBT - 0 0 0 0 0 0 n/a n/a NBR 375 0 0 0 0 0 0 n/a n/a SBL 145 0 2.5 0 2.5 2.5 12.5 n/a n/a SBTR - 0 0 0 0 0 0 n/a n/a Signal added Signal EBL 130 n/a n/a n/a n/a n/a n/a 11 7 EBT - n/a n/a n/a n/a n/a n/a 0 0 WBL 200 n/a n/a n/a n/a n/a n/a 101 73 WBT - n/a n/a n/a n/a n/a n/a 0 0 NBL - n/a n/a n/a n/a n/a n/a 9 29 NBT - n/a n/a n/a n/a n/a n/a 123 209 NBR 375 n/a n/a n/a n/a n/a n/a 17 20 SBL 145 n/a n/a n/a n/a n/a n/a 24 66 SBTR - n/a n/a n/a n/a n/a n/a 471 153 2 Vine Dr/Greenfields Dr STOP EBL 300 0 2.5 0 2.5 n/a n/a n/a n/a EBT - 0 0 0 0 n/a n/a n/a n/a Vine Dr WBT - 0 0 0 0 n/a n/a n/a n/a SBL - 2.5 2.5 2.5 2.5 n/a n/a n/a n/a SBR - 2.5 2.5 2.5 2.5 n/a n/a n/a n/a Greenfields Ct Access added STOP EBL 300 n/a n/a n/a n/a 0 2.5 0 2.5 EBTR - n/a n/a n/a n/a 0 0 0 0 WBL 250 n/a n/a n/a n/a 0 0 5 7.5 WBTR - n/a n/a n/a n/a 0 0 0 0 NBL 100 n/a n/a n/a n/a 0 0 25 32.5 NBTR - n/a n/a n/a n/a 0 0 7.5 10 SBL - n/a n/a n/a n/a 2.5 2.5 5 5 SBTR - n/a n/a n/a n/a 2.5 2.5 2.5 2.5 3 Frontage Rd/Greenfields Ct STOP Frontage Rd EBTR - 2.5 5 2.5 5 n/a n/a n/a n/a Frontage Rd WBLT - 7.5 10 7.5 10 n/a n/a n/a n/a Greenfields Ct NBLR - 2.5 2.5 2.5 2.5 n/a n/a n/a n/a Greenfields Ct Access added Roundabout constructed CIRCLE Frontage Rd EBLTR - n/a n/a n/a n/a 0 0 50 150 Frontage Rd WBLTR - n/a n/a n/a n/a 0 0 0 25 Greenfields Ct NBLTR - n/a n/a n/a n/a 0 25 75 425 Greenfields Ct SBLTR - n/a n/a n/a n/a 25 0 75 275 4 International Dr/Private Dr/Greenfields Ct STOP EBL 100 n/a n/a n/a n/a 0 0 2.5 7.5 EBTR - n/a n/a n/a n/a 12.5 7.5 17.5 12.5 WBL 100 n/a n/a n/a n/a 0 0 12.5 15 WBTR - n/a n/a n/a n/a 0 0 2.5 0 NBL 100 n/a n/a n/a n/a 2.5 7.5 5 12.5 NBTR - n/a n/a n/a n/a 0 0 0 0 SBL 100 n/a n/a n/a n/a 0 0 0 0 SBTR - n/a n/a n/a n/a 0 0 0 0 5 Mulberry St/Greenfields Ct Signal EBL 185 12 15 12 15 n/a n/a n/a n/a EBT - 268 900 325 1088 n/a n/a n/a n/a EBR 280 15 18 15 21 n/a n/a n/a n/a WBL 575 21 71 21 71 n/a n/a n/a n/a WBT - 804 402 980 512 n/a n/a n/a n/a WBR 240 0 0 0 0 n/a n/a n/a n/a NBL 210 86 102 86 102 n/a n/a n/a n/a NBTR - 42 48 42 48 n/a n/a n/a n/a Greenfields Ct SBLTR - 56 146 56 146 n/a n/a n/a n/a SB Greenfields Ct Lane Improvements Signal EBL 360 n/a n/a n/a n/a 11 14 101 245 EBT - n/a n/a n/a n/a 206 376 181 448 EBR 280 n/a n/a n/a n/a 19 18 15 18 WBL 575 n/a n/a n/a n/a 30 56 21 58 WBT - n/a n/a n/a n/a 468 214 416 239 WBR - n/a n/a n/a n/a 3 24 32 50 NBL 210 n/a n/a n/a n/a 95 101 149 174 NBTR - n/a n/a n/a n/a 42 48 52 65 SBL - n/a n/a n/a n/a 80 79 276 401 SBTR - n/a n/a n/a n/a 44 53 242 628 Notes : (1) Queue length is based on the 95th percentile queue as reported by Synchro, Version 10. Timberline Rd Background 2023 Background 2030 Total Future 2023 Total Future 2030 Sykes Dr Sykes Dr Timberline Rd Private Dr Sykes Dr Sykes Dr Timberline Rd Timberline Rd Vine Dr Greenfields Dr Vine Dr Vine Dr Greenfields Ct Greenfields Dr International Dr Mulberry St Greenfields Ct Greenfields Ct Greenfields Ct Greenfields Ct Mulberry St Mulberry St Greenfields Ct Mulberry St 58 Bloom Fort Collins, CO Galloway & Company, Inc. VII. Analysis of 2040 (Long Range) Future Conditions Methodology The 2040 future traffic forecasts were developed for 2040 conditions based on a composite of 2030 total future conditions, and additional regional traffic. The total future 2040 lane use and traffic control is consistent with total future Phase 2 2030 lane use provided on Figure 5-2. Regional Growth Consistent with previous methodologies increases in traffic associated with regional growth were estimated at two (2.0) percent per year, as agreed upon in the scope of work, compounded for through movements along Timberline Road and Vine Drive up to 2040. The resulting increases in traffic within the study area are reflected on Figure 7-1. Total Future 2040 Traffic Forecasts A long range 2040 analysis is provided for informational and planning purposes. The 2040 total future traffic forecasts were created by combining the baseline traffic volumes shown on Figure 3-1, growth up to the year 2040 shown on Figure 7-1. The resulting total future 2040 traffic forecasts are provided on Figure 7- 2. Total Future 2040 Levels of Service Future levels of service with the proposed development plan were estimated at key study intersections based on the future traffic volumes shown on Figure 7-2, the lane use and traffic control shown on Figure 5-2, and the HCM 6th methodologies for signalized, roundabout and unsignalized intersections. The results of these analyses are provided in Appendix J and presented in Table 7-1. Total future 2040 levels of service are also presented graphically on Figure 7-3 (2040). As shown in Table 7-1, during the 2040 scenario all study intersections would continue to operate at overall acceptable levels of service consistent with 2030 conditions with improvements. Total Future 2040 Queuing Total future queues were forecasted using Synchro software. The results of the queuing analysis are summarized in Table 7-2. As shown in Table 7-2, during the 2040 all study intersection queues would be contained within their effective storage. The 2040 long range analysis is provided for informati onal purposes only. Due to the long range of timing the level of growth and development may not materialize, and certain developments may not be constructed as studied. Master Plan Street Considerations The analysis above does not consider the implications of the ultimate connections of International Boulevard and Delozier Road as these connections require the redevelopment of neighboring properties. According to the analysis contained herein the proposed development and pipeline developments would require the previously mentioned improvements and would not require the International Boulevard and 59 Bloom Fort Collins, CO Galloway & Company, Inc. Delozier Road connections. At such a time that these connections were made the following considerations should be made. International Boulevard The ultimate connection of International Boulevard would provide additional opportunities for the development proximate to Bloom to travel between Greenfields Drive and Timberline Drive. This would relieve some of the burden from the Timberline Drive/Sykes Drive intersection. At such a time that International Drive can feasibly connect a signal study should be conducted for the Timberline Drive corridor. If signals are warranted along Timberline Drive at Vine Drive, Sykes Drive, and International Drive they would be appropriately spaced at quarter mile intervals. This analysis shows that a signal would likely be warranted at Sykes Drive in the event that a connection at International Boulevard is not available. As shown in the next section of the report the signal at Sykes Drive and Timberline Drive would meet only the AM peak hour warrant. It is likely that a connection of International Drive would shift enough traffic that a signal would not be warranted at either Sykes or International. As stated previously, warrant studies should be conducted at such time as additional development or the extension of International Drive is contemplated. Delozier Road The ultimate connection of Delozier has been shown to not be necessary for the Bloom development and the Peakview pipeline development. This connection provides access to the Frontage Road which ultimately provides connection to the Greenfields Court roundabout. Traffic destined for points east and west will utilize the roundabout regardless of the Delozier connection as they would enter via the frontage road or Greenfields Court. The connection at Delozier Road would ultimately only serve the redevelopment of the Barker property. This connection should be evaluated with future redevelopment. 60 STOP YIELDSTOPSTOPSTOPSTOPSTOPSTOP61 STOP YIELD STOPSTOP YIELDYIELDYIELD YIELDSTOPSTOP62 YIELDYIELDSTOPSTOPSTOP YIELD STOP YIELD STOPSTOP YIELDYIELD 63 Table 7-1 Bloom Total Future 2040 Intersection Level of Service Summary (1) (2) Operating Street Approach/AM PM AM PM AM PM Intersection Condition Name Movement Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL D [34.9] F [51.3] n/a n/a n/a n/a EBTR B [13.9] B [10.6] n/a n/a n/a n/a WBL F [84.5] F [129.1] n/a n/a n/a n/a WBTR B [10.7] B [12.2] n/a n/a n/a n/a NBL A [9.0] A [8.3] n/a n/a n/a n/a NBT A [0.0] A [0.0] n/a n/a n/a n/a NBR A [0.0] A [0.0] n/a n/a n/a n/a SBL A [8.1] A [9.5] n/a n/a n/a n/a SBTR A [0.0] A [0.0] n/a n/a n/a n/a Signal added Signal EBL n/a n/a B (15.8) B (14.7) B (19.2) B (17.3) EBTR n/a n/a B (13.4) B (13.5) B (16.3) B (16.0) WBL n/a n/a B (16.3) B (15.4) B (19.9) B (18.2) WBTR n/a n/a B (15.0) B (14.6) B (18.2) B (17.2) NBL n/a n/a B (13.8) A (6.7) B (19.2) A (7.4) NBT n/a n/a A (5.1) A (5.2) A (5.1) A (5.8) NBR n/a n/a A (4.2) A (3.6) A (4.0) A (3.4) SBL n/a n/a A (6.7) B (10.1) A (7.1) B (12.4) SBTR n/a n/a A (9.7)A (4.6)B (17.3)A (4.7) n/a n/a A (9.5)A (6.6)B (13.9)A (7.2) 2 Vine Dr/Greenfields Dr STOP EBL A [7.9] A [7.9] A [8.0] A [8.0] A [8.2] A [8.1] EBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] WBL A [0.0] A [0.0] A [7.9] A [8.4] A [8.0] A [8.6] WBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] NBL A [0.0] A [0.0] C [21.3] D [28.2] D [26.0] E [36.0] NBTR A [0.0] A [0.0] A [9.9] B [10.9] B [10.2] B [11.5] SBL B [13.0] B [14.2] C [19.2] C [24.7] C [22.2] D [29.3] SBTR B [10.1] A [9.8] B [10.4] B [10.1] B [11.0] B [10.5] 3 Frontage Rd/Greenfields Ct CIRCLE Frontage Rd EBLTR A [3.6] A [3.7] A [9.6] D [28.4] A [9.6] D [28.4] Frontage Rd WBLTR A [3.3] A [4.1] A [6.9] C [16.3] A [6.9] C [16.3] NBLTR A [3.0] A [3.9] A [7.9] D [31.0] A [7.9] D [31.0] NBR A [2.8] A [2.9] A [2.9] A [3.0] A [2.9] A [3.0] SBLT A [4.0] A [3.6] A [9.5] D [26.2] A [9.5] D [26.2] SBR A [2.7]A [2.8]A [3.6]A [4.1]A [3.9]A [4.1] A [3.6]A [3.8]A [8.5]D [27.5]A [8.5]D [27.5] 4 International Dr/Private Dr/Greenfields Ct STOP EBL A [0.0] A [0.0] B [13.7] C [22.2] B [13.7] C [22.5] EBTR A [9.1] A [8.8] B [10.7] A [10.0] B [10.7] B [12.5] WBL A [0.0] A [0.0] C [18.2] D [28.1] C [18.2] D [29.7] WBTR A [0.0] A [0.0] A [9.0] A [9.9] A [9.0] C [16.2] NBL A [7.4] A [7.5] A [7.9] A [8.1] A [7.9] A [8.1] NBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] SBL A [0.0] A [0.0] A [7.5] A [7.9] A [7.5] A [7.9] SBTR A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] A [0.0] 5 Mulberry St/Greenfields Ct Signal EBL B (16.0) A (8.0) C (23.6) C (34.5) C (27.5) F (90.4) EBT B (14.6) B (15.0) A (10.0) B (16.5) B (10.5) F (82.2) EBR B (11.6) A (8.2) A (7.6) A (8.0) A (7.4) B (17.1) WBL B (11.1) B (18.4) A (7.6) C (21.1) A (8.3) F (102.5) WBT B (19.8) B (11.3) B (16.3) B (11.9) C (25.2) D (50.3) WBR A (0.0) A (0.0) A (0.0) A (0.0) A (0.0) A (0.0) NBL C (28.2) C (30.8) C (31.8) C (33.9) C (33.4) E (56.1) NBTR C (28.3) C (30.3) C (33.1) C (33.2) D (35.1) E (76.7) SBL C (32.3) C (34.0) F (109.2) F (244.3) F (112.4) F (113.8) SBTR C (25.3)C (26.6)C (27.9)C (28.9)C (29.3)D (41.7) B (18.9)B (15.1)C (25.7)D (45.0)C (29.0)E (74.8) Notes : (1) Numbers in brackets [] represent delay at unsignalized intersections in seconds per vehicle. (2) Numbers in parenthesis () represent delay at signalized intersections in seconds per vehicle. Total Future 2023 Total Future 2030 Sykes Dr Sykes Dr Timberline Rd Timberline Rd Total Future 2040 Sykes Dr Sykes Dr Timberline Rd Timberline Rd Overall Greenfields Ct Vine Dr Vine Dr Greenfields Ct Greenfields Dr Greenfields Ct Greenfields Ct Overall International Dr Private Dr Greenfields Ct Greenfields Ct Greenfields Ct Overall Mulberry St Mulberry St 64 Table 7-2 Bloom Total Future 2040 Intersection Queueing Summary (1) Operating Street Approach/ Available AM PM AM PM AM PM Intersection Condition Name Movement Storage Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 1 Sykes Dr/Timberline Rd STOP EBL 130 5 5 n/a n/a n/a n/a EBTR - 10 5 n/a n/a n/a n/a WBL 200 132.5 127.5 n/a n/a n/a n/a WBTR - 15 12.5 n/a n/a n/a n/a NBL - 0 5 n/a n/a n/a n/a NBT - 0 0 n/a n/a n/a n/a NBR 375 0 0 n/a n/a n/a n/a SBL 145 2.5 12.5 n/a n/a n/a n/a SBTR - 0 0 n/a n/a n/a n/a Signal added Signal EBL 130 n/a n/a 11 7 11 7 EBT - n/a n/a 0 0 9 0 WBL 200 n/a n/a 101 73 101 73 WBT - n/a n/a 0 0 0 6 NBL - n/a n/a 9 29 10 30 NBT - n/a n/a 123 209 150 280 NBR 375 n/a n/a 17 20 17 20 SBL 145 n/a n/a 24 66 24 82 SBTR - n/a n/a 471 153 614 191 2 Vine Dr/Greenfields Dr STOP EBL 300 0 2.5 0 2.5 0 2.5 EBTR - 0 0 0 0 0 0 WBL 250 0 0 5 7.5 5 7.5 WBTR - 0 0 0 0 0 0 NBL 100 0 0 25 32.5 32.5 42.5 NBTR - 0 0 7.5 10 10 10 SBL - 2.5 2.5 5 5 5 5 SBTR - 2.5 2.5 2.5 2.5 2.5 2.5 3 Frontage Rd/Greenfields Ct CIRCLE Frontage Rd EBLTR - 0 0 50 150 50 150 Frontage Rd WBLTR - 0 0 0 25 0 25 Greenfields Ct NBLTR - 0 25 75 425 75 425 Greenfields Ct SBLTR - 25 0 75 275 75 275 4 International Dr/Private Dr/Greenfields Ct STOP EBL 100 0 0 2.5 7.5 2.5 7.5 EBTR - 12.5 7.5 17.5 12.5 17.5 12.5 WBL 100 0 0 12.5 15 12.5 15 WBTR - 0 0 2.5 0 2.5 0 NBL 100 2.5 7.5 5 12.5 5 12.5 NBTR - 0 0 0 0 0 0 SBL 100 0 0 0 0 0 0 SBTR - 0 0 0 0 0 0 5 Mulberry St/Greenfields Ct Signal EBL 360 11 14 101 245 76 355 EBT - 206 376 181 448 231 1479 EBR 280 19 18 15 18 15 18 WBL 575 30 56 21 58 21 175 WBT - 468 214 416 239 629 773 WBR - 3 24 32 50 40 461 NBL 210 95 101 149 174 141 160 NBTR - 42 48 52 65 52 141 SBL - 80 79 276 401 258 486 SBTR - 44 53 242 628 194 632 Notes : (1) Queue length is based on the 95th percentile queue as reported by Synchro, Version 10. Timberline Rd Total Future 2040Total Future 2023 Total Future 2030 Sykes Dr Sykes Dr Timberline Rd Private Dr Sykes Dr Sykes Dr Timberline Rd Timberline Rd Vine Dr Vine Dr Greenfields Ct Greenfields Dr International Dr Mulberry St Greenfields Ct Greenfields Ct Greenfields Ct Greenfields Ct Mulberry St 65 Bloom Fort Collins, CO Galloway & Company, Inc. VIII. Access Management and Improvements Signal Warrants It was identified in 2023 and 2030 analyses that at capacity levels of service on the side streets of the following intersections may warrant signalization in order to operate at acceptable levels of service: • Sykes Drive/Timberline Road The Manual on Uniform Traffic Control Devices 2009 Edition (MUTCD) provides a nine (9) distinct warrants for determining the appropriateness of a traffic signal as an operational improvement for an intersection. Warrant 1 – Eight-Hour Vehicular Volume Condition A – Minimum Vehicular Volume Condition B – Interruption of Continuous Traffic Condition C – Combination of Warrants Warrant 2 – Four-Hour Vehicular Volume Warrant 3 – Peak Hour Condition A – Peak Hour Delay Condition B – Peak Hour Volume Warrant 4 – Pedestrian Volume Condition A – Peak Hour Volume Condition B – Four-Hour Volume Warrant 5 – School Crossing Warrant 6 – Coordinated Signal System Warrant 7 – Crash Experience Warrant 8 – Roadway Network Warrant 9 – Intersection Near a Grade Crossing Due to the availability of the data from this traffic study, Warrant 3 was considered to confirm the use of a traffic signal as an improvement for the above intersection. The peak hour warrant worksheets are provided in Appendix J and based on the 2023 and 2030 forecasts provided in Figure 6-2 (2023) and Figure 6-3 (2030) and the LOS analysis provided on Table 7-1. The following scenarios were evaluated for Warrant 3 – Peak Hour warrants: • Sykes Drive/Timberline Road (2023 – Phase 1) – NOT Warranted • Sykes Drive/Timberline Road (2030 – Phase 2) – Warranted As mentioned previously, a sensitivity analysis was performed to determine approximately how much additional development can be accommodated above Phase 1 assumptions before a signal would be triggered. For this sensitivity analysis, it was assumed that development would occur south of the Great Western Railroad tracks after Phase 1 and that the Peakview development would not be constructed and occupied. With these assumptions and those assumptions guiding Phase 1 analyzes, the Phase 1 multifamily unit count was increased until the Peak Hour Warrant was trigger. From this exercise it was determined that approximately 1,000 additional multifamily units could be accommodated before a signal was warranted. The worksheet for this analysis is provided in Appendix J. It should be noted that due to the uncertainty of the pace of background regional growth, the development timeline of the Peakview 66 Bloom Fort Collins, CO Galloway & Company, Inc. development and other uncertainties the proposed signal at Sykes Drive and Timberline Road should be reassessed with filings above and beyond the Phase 1 analysis contained herein. Access Management According to access management guidelines provided in the LCUASS signalized spacing along Timberline Road should be spaced at a minimum of a quarter mile. It is anticipated that the Vine Drive/Timberline Road intersection will be signalized in the future and is the nearest signalized intersection to the proposed Sykes Drive/Timberline Road signal. These two intersections are approximately a quarter mile apart and therefore would meet access management standards. Additionally, if a future signal warrant anticipates that a signal would be warranted at a future International Boulevard/Timberline Road intersection the spacing of all signals along Timberline Road would be adequate and operate effectively. International Boulevard/Greenfields Drive Operations It has been shown previously in this TIS that the International Boulevard/Greenfields Drive intersection would operate effectively as a STOP controlled intersection. It has been requested by the City of Fort Collins to provide a sensitivity analysis related to the possible signalization improvement of this intersection. Peak hour signal warrants were conducted base on the 2040 volumes contained herein. As provided in Appendix K and shown below the intersection would require significant additional growth and/or development to warrant signalization. It is not anticipated that regional growth or regional pipeline development would utilize the proposed intersection in percentages great enough to trigger the warrant signalization. In the event that this assumption is wrong the right-of-way would exist to improve the intersection to a signal. A roundabout would be precluded as an improvement at this location as it would likely never be warranted. Figure 8-1 International/Greenfields 2040 AM Peak Hour Warrant 67 Bloom Fort Collins, CO Galloway & Company, Inc. Figure 8-2 International/Greenfields 2040 PM Peak Hour Warrant Nearby potential development was considered per conversations with the City of Fort Collins. It was identified that there is potentially ± 80 acres west of the Bloom development and south of International Boulevard extension that could be developed (57.41 on Barker and ± 20 acres additional proximate to Timberline Road. Per the densities provided in the East Mulberry Corridor approximately 3.39 du/acre was assumed on Barker and 7-12 du/acre (assumed 12 du/ac to be conservative) for the remaining land area. This would equate to fewer than 500 residential units that would be developed with their own access and opportunity to access the local network. This represents approximately 350 additional AM and 450 PM peak hour trips spread out over multiple intersections. This additional development and trip generation is conservative in estimation and on an unknown timeline of development. It is unlikely that nearby development would trigger the long range signal warrant at International Boulevard and Greenfields Drive on its own. Safety Assessment of Mulberry Road/Greenfields Court Per the request of the City of Fort Collins a safety assessment is being provided for the existing and future signalized intersection of Mulberry Road/Greenfields Court. Crash data was avai lable for the most recent four years at the subject intersection provided by Larimer County. Raw crash data is provided as Appendix K. According to the data there was one (1) incident in 2018, four (4) incidents in 2019, two (2) in 2020 and two (2) in 2021. Of the nine (9) reported incidents five (5) were directly related to drive behavior (DUI, distracted, etc.). An additional incident was reported as a vehicle striking a fixed object, and another has a hit and run. The remaining two incidents are typical of a signalized intersection although one of these is reported as “non-intersection” The accidents reported for this intersection also reported no pedestrian/bike accidents. It can be concluded that there is no safety concern at the existing signalized int ersection. All non-driver incidents were reported as 25 mph or less. Improvements to this intersection will be designed with all appropriate LCUASS and national guidelines considered. It is anticipated that this intersection will continue to operate in a safe and effective manner. 68 Bloom Fort Collins, CO Galloway & Company, Inc. VIII. Conclusions and Recommendations Conclusions Based on the results of this traffic impact study, the following may be concluded: • Under existing traffic conditions, the stop-controlled intersections within the study area currently operate at overall acceptable levels of service (LOS) “E” or better during the weekday AM and PM peak hours. • Under background future 2023 and 2030 traffic conditions, without the development of the subject site, delays would increase slightly at study intersections due to regional traffic growth. The stop- controlled intersections would continue to operate at LOS “D” or better with Sykes Drive operating at capacity LOS “F” in the 2030 AM peak hours. • The proposed site development would generate, upon completion and full occupancy, 1,569 new weekday AM and 1,857 new weekday PM peak hour vehicle trips as well as 21,821 new weekday daily trips. • Under 2023 total future traffic conditions with development of Phase 1 of the site, all study intersections, including proposed site connections would operate at overall acceptable levels of service consistent with background conditions. The exception to this is the westbound left movement at Sykes Drive/Timberline Road. A signal would not be warranted at this level of forecasted volume. Phase 1 of the proposed development can be accommodated solely through the connection at Sykes Drive through the Mosaic development and the extension of Greenfields Court to the south via a newly constructed roundabout. • Under 2030 total future traffic conditions the full buildout of the proposed development will be accommodated by the proposed connections to the surrounding network. The exception to this is the westbound left movement at Sykes Drive/Timberline Road. A signal would be warranted at this level of forecasted volume. • In 2040 long range conditions would be accommodated by the full buildout of the proposed network with all study intersections operating at acceptable levels of service. Recommendations • During Phase 1 of development the Applicant should provide the following improvements to accommodate site development: o Construct Greenfields Court from Sykes Drive to the Frontage Road o Improve the Greenfields Court/Frontage Road intersection to a roundabout with flared dual lane approaches on the north and southbound approaches o Provide connections to the west to connect to the Sykes Drive/Timberline Road intersection • New roadways within the site should be constructed per the City of Fort Collins design guidelines contained within the LCUASS and analyzed herein. 69 Bloom Fort Collins, CO Galloway & Company, Inc. • It is recommended that as nearby pipeline development is constructed, and growth continues to occur, signal warrant studies be conducted at Sykes Drive/Timberline Road to determine timing and cost share for future signalization. At such a time where a signal is warranted at Sykes Drive/Timberline Road or a filing is forecasted to trigger a warrant the Applicant should: o Contribute to the signalization of Sykes Drive/Timberline Road intersection • In order to accommodate development traffic north of the Great Western Railroad the Applicant should provide the following improvements to accommodate site development: o Construct Greenfields Court from Sykes Drive north to connect to Vine Drive o Provide pedestrian and bicycle connection to facilitate access acros s the Great Western Railroad • During Phase 2 of the development contributions should be made to the improvement of Mulberry Road/Greenfields intersections improvements 70 APPENDIX A – Full Sized Plan MULBERRY | CONCEPT PLAN 03/08/2021 0 200 400 800Greenfields CourtDelozier DriveVine Drive Sykes Drive International Drive East Mulberry Street A Drive La k e C a n a l G r e a t W e s t e r n R a i lw a y R e g i o n a l T r a i l Trail CorridorC o o p e r S l o u g h Note: Plan is conceptual and subject to change. LOW DENSITY RESIDENTIAL LOW DENSITY RESIDENTIAL LOW DENSITY RESIDENTIAL LOW DENSITY RESIDENTIAL LOW-MEDIUM DENSITYRESIDENTIAL MEDIUMDENSITYRESIDENTIAL LOW-MEDIUM DENSITYRESIDENTIAL COMMERCIAL/MIXED USE COMMERCIAL/RETAIL LOW DENSITY RESIDENTIAL PARK BUFFER ZONE APPENDIX B – Scope of Work Form APPENDIX C – LOS Descriptions Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level-of-service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min analysis period. The criteria are given in Exhibit 16-2. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 10 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Exhibit 16-2. Level-of-Service Criteria for Signalized Intersections LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A <10.0 B > 10.0 and <20.0 C > 20.0 and < 35.0 D > 35.0 and < 55.0 E > 55.0 and < 80.0 F >80.0 LOS C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C - 1 Level of Service Criteria for Stop Sign Controlled Intersections The level of service criteria are given in Table 17-2. As used here, control delay is defined as the total elapsed time from the time a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in queue. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. . . . Table 17-2. Level of Service Criteria for TWSC Intersections LEVEL OF SERVICE AVERAGE CONTROL DELAY (sec/veh) A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 Average total delay less than 10 sec/veh is defined as Level of Service (LOS) A. Follow-up times of less than 5 sec have been measured when there is no conflicting traffic for a minor street movement, so control delays of less than 10 sec/veh are appropriate for low flow conditions. To remain consistent with the AWSC intersection analysis procedure described later in this chapter, a total delay of 50 sec/veh is assumed as the break point between LOS E and F. The proposed level of service criteria for TWSC intersections are somewhat different from the criteria used in Chapter 16 for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, several driver behavior considerations combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, where drivers on the minor approaches to unsignalized intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized than signalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. . . . LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through a major street traffic stream. This level of service is generally evident from extremely long total delays experienced by side street traffic and by queueing on the minor approaches. The method, however, is based on a constant critical gap size - that is, the critical gap remains constant, no matter how long the side street motorist waits. LOS F may also appear in the form of side street vehicles’ selecting smaller-than-usual gaps. In such cases, safety may be a problem and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior. The latter is more difficult to observe on the field than queueing, which is more obvious. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C - 2 APPENDIX D – Traffic Counts www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 0 WB 18.5%0.86 NB 18.5%0.84 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 12.0%0.63 Date: 03-09-2021 Peak Hour Count Period: 7:00 AM 9:00 AM UT LT TH RT Interval Start N FRONTAGE RD N FRONTAGE RD GREENFIELD CT 0 15-min TotalUTLTTHRT SB -- TOTAL 17.1%0.94 TH RT 7:00 AM 0 0 2 3 0 6 2 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 10 1 0 0 1 0 0 0 18 0 7:15 AM 0 0 0 1 0 0 0 0 5 0 0 0 0 24 0 7:45 AM 0 0 5 5 0 0 1 0 12 0 21 0 7:30 AM 0 0 2 1 0 7 1 0 8 0 0 0 0 30 93 8:00 AM 0 0 1 3 0 17 2 0 5 0 0 0 00112002 0 11 4 0 0 0 0 0 0 31 106 8:15 AM 0 0 0 6 0 0 1 0 7 0 0 0 0 27 117 8:45 AM 0 0 3 3 0 0 0 0 4 0 29 114 8:30 AM 0 0 4 1 0 14 4 0 8 0 0 0 0 28 1150600000132001 Count Total 0 0 17 23 0 89 18 0 0 0 208 0 Peak Hour All 0 0 10 0 0 6 0 55 0 0 0 0 0 20 0400005 0 117 0 HV 0 0 1 2 0 8 3 0 24 0 0 0150531200 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 21%----17%15%33%--0%-HV%--10%13%- 0 0 7:15 AM 0 3 2 0 5 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 1 0 2 0 3 0 0 0 0 0 0 0 7:30 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 1 3 3 0 7 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 6 0 0 6 0 0 0 0 0 0 0 8:45 AM 0 3 2 0 5 0 0 0 0 0 0 0 8:30 AM 1 3 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 Peak Hr 3 12 5 0 20 0 0 0 0 0 0 0 0Count Total 3 20 9 0 32 0 0000000 0 0 000 0 0 00 0N GREENFIELD CT N FRONTAGE RD N FRONTAGE RD GREENFIELD CTN FRONTAGE RD 117TEV: 0.94PHF: 12 53 65 340 2432768015 1025 15 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N FRONTAGE RD N FRONTAGE RD GREENFIELD CT 0 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT 5 0 7:30 AM 0 0 0 0 0 2 0 0 2 0 0 0 0021000 0 0 0 0 0 0 0 0 0 2 0 7:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 6 16 8:15 AM 0 0 0 1 0 0 0 0 0 0 3 10 8:00 AM 0 0 0 0 0 4 2 0 2 0 0 0 0 7 18 8:30 AM 0 0 1 0 0 2 1 0 3 0 0 0 0021000 0 3 0 0 0 0 0 0 0 4 20 8:45 AM 0 0 0 0 0 0 0 0 0 0 5 22020000 0 0 0 32 0 Peak Hour 0 0 1 2 0 0 0 0 9 0Count Total 0 0 1 2 0 15 5 Westbound Northbound Southbound LT TH RT LT TH RT LT 20 0 Interval Start N FRONTAGE RD N FRONTAGE RD GREENFIELD CT 0 15-min Total Rolling One HourEastbound 0 5 0 0 0 0084000 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 Count Total 0 0 0 0 0 0 0 0 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 0 WB 7.1%0.78 NB 7.3%0.93 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 6.5%0.58 Date: 03-09-2021 Peak Hour Count Period: 4:00 PM 6:00 PM UT LT TH RT Interval Start N FRONTAGE RD N FRONTAGE RD GREENFIELD CT 0 15-min TotalUTLTTHRT SB -- TOTAL 7.0%0.75 TH RT 4:00 PM 0 0 5 4 0 18 5 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 20 4 0 1 4 0 0 0 42 0 4:15 PM 0 0 5 3 0 0 1 0 9 0 0 0 0 57 0 4:45 PM 0 0 3 5 0 0 2 0 9 0 40 0 4:30 PM 0 0 3 17 0 24 2 0 3 0 0 0 0 31 170 5:00 PM 0 0 2 6 0 17 1 0 8 0 0 0 00103002 0 26 1 0 0 1 0 0 0 37 165 5:15 PM 0 0 5 5 0 0 0 0 11 0 0 0 0 35 149 5:45 PM 0 0 1 1 0 0 1 0 7 0 46 171 5:30 PM 0 0 2 3 0 20 2 0 8 0 0 0 0 19 1370700000100000 Count Total 0 0 26 44 0 145 18 0 0 0 307 0 Peak Hour All 0 0 13 0 1 11 0 62 0 0 0 0 0 12 0000003 0 171 0 HV 0 0 2 1 0 6 5 0 36 0 0 033077700 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 8%----7%8%0%--0%-HV%--15%3%- 0 0 4:15 PM 1 2 1 0 4 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 3 0 0 3 0 EB WB NB SB Total East 4:45 PM 0 2 2 0 4 0 0 0 0 0 0 0 4:30 PM 2 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 1 1 0 2 0 0 0 1 0 1 0 0 0 0 0 5:00 PM 1 2 0 0 3 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 Peak Hr 3 6 3 0 12 0 0 0 1 0 1 0 0Count Total 4 11 5 0 20 0 0101000 0 0 100 0 0 00 0N GREENFIELD CT N FRONTAGE RD N FRONTAGE RD GREENFIELD CTN FRONTAGE RD 171TEV: 0.75PHF: 7 77 84 490 36541110033 1346 12 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N FRONTAGE RD N FRONTAGE RD GREENFIELD CT 0 15-min Total Rolling One HourEastboundWestbound 0 0 0 3 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 3 0 UT LT TH RT UT LT 4 0 4:30 PM 0 0 1 1 0 1 0 0 1 0 0 0 0020000 0 2 0 0 0 0 0 0 0 3 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 14 5:15 PM 0 0 0 0 0 0 0 0 0 0 4 14 5:00 PM 0 0 1 0 0 2 0 0 2 0 0 0 0 2 12 5:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0010000 0 0 0 0 0 0 0 0 0 1 10 5:45 PM 0 0 0 0 0 0 0 0 1 0 0 6000000 0 0 0 20 0 Peak Hour 0 0 2 1 0 0 0 0 5 0Count Total 0 0 3 1 0 11 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 12 0 Interval Start N FRONTAGE RD N FRONTAGE RD GREENFIELD CT 0 15-min Total Rolling One HourEastbound 0 3 0 0 0 0060000 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 1 0 0 0 1 1 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1000000 Count Total 0 0 0 0 0 0 0 0 0 1 0000100Peak Hour 0 0 0 0 0 1 0 0 0 1 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 0 0 0 2 0 0 3 20001002 3 0 Peak Hr 9 9 0 2 20 1 0 3 0 0 5 0 0Count Total 16 19 0 2 37 2 0 0 01000108:45 AM 0 4 0 0 4 0 1 0 0 0 0 0 8:30 AM 2 2 0 0 4 0 1 0 0 0 0 0 0 2 0 0 8:15 AM 3 2 0 2 7 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 3 3 0 0 6 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 1 4 0 0 5 1 0 0 0 0 1 0 0 1 0 5 0 EB WB NB SB Total East 7:45 AM 2 0 0 0 2 0 1 0 ---HV%-7%6%-- 0 0 7:15 AM 2 2 0 0 4 0 1 1 0 0 1 0 0 West North South 7:00 AM 3 2 0 0 0 0 0 0 13 0000258110 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --8%-4%4%-3%9% Peak Hour All 0 15 128 14 0 0 0 0 0 0 1 0 1 20 0810000 25 450 0 HV 0 1 8 0 0 Count Total 0 25 239 0 0 0 472 21 0 47 818 0 92 3780001010060100 2 0 4 83 408 8:45 AM 0 3 26 0 1 0 0 0 0 0 103 450 8:30 AM 0 3 32 0 0 0 41 0 0 0 4 0 50056200 2 0 5 100 449 8:15 AM 0 6 30 0 2 0 0 0 0 0 122 440 8:00 AM 0 4 31 0 0 0 56 0 0 0 3 0 80064500 4 0 7 125 0 7:45 AM 0 0 42 0 2 0 0 0 0 0 102 0 7:30 AM 0 5 25 0 0 0 82 0 0 0 2 0 110062000 3 0 6 91 0 7:15 AM 0 2 25 0 1 0 0 0 0 07:00 AM 0 2 28 0 0 0 51 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E VINE DR E VINE DR 0 GREENFIELDS 15-min TotalUTLTTHRT SB 5.3%0.86 TOTAL 4.4%0.90 TH RTUTLTTHRTUTLT WB 3.3%0.80 NB -- Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 6.3%0.85 Date: 03-09-2021 Peak Hour Count Period: 7:00 AM 9:00 AM 1 0 000 0 2 00 0N GREENFIELDS E VINE DR E VINE DRGREENFIELDS E VINE DR 450TEV: 0.9PHF:25133826011 258 269 141 0 128 15143 283 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1 0000000Peak Hour 0 1 0 0 0 0 0 0 0 5 0Count Total 0 2 0 0 3 0 0 0 2000001 1 1 8:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 1 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 2 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:15 AM 0 0 0 0 1 1 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 20 0 Interval Start E VINE DR E VINE DR 0 GREENFIELDS 15-min Total Rolling One HourEastbound 0 0 0 1 0 1008100 1 0 1 37 0 Peak Hour 0 1 8 0 3 0 0 0 0 0Count Total 0 1 15 0 0 0 16 4 21000000003100 0 0 0 4 19 8:45 AM 0 0 0 0 0 0 0 0 0 0 7 20 8:30 AM 0 0 2 0 0 0 2 0 0 0 1 0 1001100 0 0 0 6 17 8:15 AM 0 1 2 0 0 0 0 0 0 0 2 16 8:00 AM 0 0 3 0 0 0 3 0 0 0 0 0 0000000 0 0 0 5 0 7:45 AM 0 0 2 0 0 0 0 0 0 0 4 0 7:30 AM 0 0 1 0 0 0 4 0 0 0 0 0 0002000 0 0 0 5 0 7:15 AM 0 0 2 0 1 0 0 0 0 0 TH RT 7:00 AM 0 0 3 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E VINE DR E VINE DR 0 GREENFIELDS 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 0 0 0 1 0 2 5 10002001 5 0 Peak Hr 3 8 0 1 12 1 1 1 0 0 3 0 0Count Total 10 12 0 1 23 2 0 2 00000005:45 PM 2 0 0 0 2 0 0 0 0 0 0 0 5:30 PM 0 3 0 0 3 0 0 0 0 0 2 0 0 1 0 0 5:15 PM 1 2 0 0 3 1 1 0 0 0 0 0 0 0 0 0 5:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 6 0 EB WB NB SB Total East 4:45 PM 2 1 0 1 4 0 1 0 ---HV%-0%1%-- 1 0 4:15 PM 1 1 0 0 2 0 0 0 0 0 0 0 0 West North South 4:00 PM 4 2 0 0 0 0 0 0 11 0000200150 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --9%-0%2%-4%0% Peak Hour All 0 27 222 28 0 0 0 0 0 0 1 0 0 12 0800000 21 496 0 HV 0 0 3 0 0 Count Total 0 43 432 0 0 0 353 20 0 35 911 0 98 4900000020038000 8 0 9 128 496 5:45 PM 0 5 53 0 3 0 0 0 0 0 127 471 5:30 PM 0 6 60 0 0 0 42 0 0 0 2 0 20050400 0 0 6 137 454 5:15 PM 0 3 66 0 7 0 0 0 0 0 104 421 5:00 PM 0 8 60 0 0 0 56 0 0 0 1 0 40052100 2 0 2 103 0 4:45 PM 0 10 36 0 5 0 0 0 0 0 110 0 4:30 PM 0 2 56 0 0 0 36 0 0 0 2 0 40045500 5 0 6 104 0 4:15 PM 0 5 49 0 3 0 0 0 0 04:00 PM 0 4 52 0 0 0 34 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E VINE DR E VINE DR 0 GREENFIELDS 15-min TotalUTLTTHRT SB 3.1%0.47 TOTAL 2.4%0.91 TH RTUTLTTHRTUTLT WB 3.7%0.85 NB -- Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 1.2%0.90 Date: 03-09-2021 Peak Hour Count Period: 4:00 PM 6:00 PM 1 0 000 1 1 00 0N GREENFIELDS E VINE DR E VINE DRGREENFIELDS E VINE DR 496TEV: 0.91PHF:21113242015 200 215 233 0 222 27249 221 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 2 0000000Peak Hour 0 1 0 0 1 0 0 0 0 3 0Count Total 0 2 0 0 1 0 0 0 2000000 0 2 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 1 0 0 1 0 0 0 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 12 0 Interval Start E VINE DR E VINE DR 0 GREENFIELDS 15-min Total Rolling One HourEastbound 0 0 0 1 0 0008000 1 0 0 23 0 Peak Hour 0 0 3 0 0 0 0 0 0 0Count Total 0 0 10 0 0 0 12 2 10000000000000 0 0 0 3 12 5:45 PM 0 0 2 0 0 0 0 0 0 0 3 10 5:30 PM 0 0 0 0 0 0 3 0 0 0 0 0 0002000 0 0 0 2 9 5:15 PM 0 0 1 0 0 0 0 0 0 0 4 13 5:00 PM 0 0 0 0 0 0 2 0 0 0 1 0 0001000 0 0 0 1 0 4:45 PM 0 0 2 0 0 0 0 0 0 0 2 0 4:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0001000 0 0 0 6 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 4 0 0 0 2 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E VINE DR E VINE DR 0 GREENFIELDS 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 00112000 0 0 Peak Hour 3 4 27 16 50 0 0 0 1 3 5 0 0Count Total 5 12 45 29 91 1 0 0 00000008:45 AM 0 0 6 4 10 1 2 0 0 0 0 0 8:30 AM 1 4 6 6 17 1 0 0 0 1 1 0 0 0 0 0 8:15 AM 1 1 1 2 5 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 5 6 12 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 2 1 10 2 15 0 0 0 1 0 1 0 0 0 1 9 0 EB WB NB SB Total East 7:45 AM 0 1 6 2 9 1 1 0 -8%7%HV%-13%-4%- 0 0 7:15 AM 1 1 6 6 14 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 3 5 3 12 238 69 0 16 598450730290 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 13%-6%3%0%5%4%-3% Peak Hour All 0 8 0 36 0 20 443 130 0 0 1 15 0 50 00101179 2 1,090 0 HV 0 1 0 2 0 Count Total 0 12 0 79 0 151 0 31 1,033 4 1,939 0 225 90965200710310170102 4 114 0 225 977 8:45 AM 0 1 0 8 3 0 1 52 19 0 205 1,038 8:30 AM 0 0 0 8 0 24 0 49 13 0 3 104 10220204 4 125 0 254 1,090 8:15 AM 0 1 0 6 3 0 4 73 19 0 293 1,030 8:00 AM 0 2 0 9 0 15 0 65 22 0 5 169 00150602 4 145 1 286 0 7:45 AM 0 1 0 8 11 0 3 62 15 0 257 0 7:30 AM 0 4 0 16 0 25 0 38 13 0 3 159 10180903 1 114 0 194 0 7:15 AM 0 1 0 12 1 0 1 39 9 07:00 AM 0 2 0 12 0 15 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start COLLINS AIRE LN SYKES DR N TIMBERLINE RD N TIMBERLINE RD 15-min TotalUTLTTHRT Date: 03-09-2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.6%0.89 TOTAL 4.6%0.93 TH RT WB 3.9%0.71 NB 8.5%0.83 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 5.7%0.66 0 0 0 0100100 0 0 0 00 0N N TIMBERLINE RD COLLINS AIRE LN SYKES DR N TIMBERLINE RDCOLLINS AIRE LNN TIMBERLINE RD1,090TEV: 0.93PHF:259816616275029 0 73 102 850 6923812319716045 0 8 53 14 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 1 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 100 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2001001 5 00010 1 0 0 0 Peak Hour 0 3Count Total 0 300000000 2 3 8:45 AM 0 0 0 0 2 8:30 AM 1001000 0 2 8:15 AM 0 0 0 0 0 0 0 0 1 0 0 0 2 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 10000017:15 AM 0 0 0 0 0 0 0 07:00 AM RT 50 0 Interval Start COLLINS AIRE LN SYKES DR N TIMBERLINE RD N TIMBERLINE RD 15-min Total Rolling One Hour 17 9 0 1 15 0030101 RTTHLT RTTHLTRT 1 28 0 91 0 Peak Hour 0 1 0 2 1 0 2 30 13 0Count Total 0 1 0 4 0 11 0 10 44410040000001 0 6 0 17 43 8:45 AM 0 0 0 0 0 0 0 5 1 0 5 41 8:30 AM 0 0 0 1 0 4 0 0 1 0 0 2 0010000 0 6 0 12 50 8:15 AM 0 0 0 1 0 0 1 3 1 0 9 47 8:00 AM 0 0 0 0 0 1 0 4 2 0 0 2 0010000 0 2 0 15 0 7:45 AM 0 0 0 0 1 0 0 7 3 0 14 0 7:30 AM 0 1 0 1 0 0 0 3 3 0 1 5 0010000 0 1 0 9 0 7:15 AM 0 0 0 1 0 0 0 4 1 0 TH RT 7:00 AM 0 0 0 0 0 3 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start COLLINS AIRE LN SYKES DR N TIMBERLINE RD N TIMBERLINE RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 1 1 2 8 12 42101200 1 4 Peak Hour 0 2 6 8 16 0 0 0 2 3 5 3 4Count Total 1 5 13 17 36 0 4 1 20000015:45 PM 0 1 0 0 1 0 0 0 0 0 2 0 5:30 PM 0 0 0 4 4 0 0 0 0 0 0 1 0 0 0 0 5:15 PM 0 1 0 1 2 0 0 0 1 0 1 1 0 0 0 0 5:00 PM 0 0 4 0 4 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 0 3 2 6 0 0 0 1 2 3 0 0 0 4 9 0 EB WB NB SB Total East 4:45 PM 0 1 2 3 6 0 0 0 -0%1%HV%-0%-0%- 0 0 4:15 PM 0 0 1 3 4 0 0 0 0 1 1 0 0 West North South 4:00 PM 0 2 3 2 75 427 92 0 28 314350540150 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%-0%3%0%2%4%-0% Peak Hour All 0 4 0 24 1 138 831 151 0 0 0 8 0 16 0000042 22 1,066 0 HV 0 0 0 0 0 Count Total 0 13 0 65 0 124 0 53 594 29 2,023 0 218 1,01699150750101902011 8 57 6 248 1,066 5:45 PM 0 3 0 11 4 0 16 113 24 0 255 1,064 5:30 PM 0 0 0 10 0 10 0 91 22 0 5 77 501901026 9 91 8 295 1,047 5:15 PM 0 1 0 8 4 0 22 112 23 0 268 1,007 5:00 PM 0 0 0 11 0 15 0 111 23 0 6 89 301006011 4 75 1 246 0 4:45 PM 0 3 0 6 1 1 25 93 18 0 238 0 4:30 PM 0 2 0 6 0 20 0 104 13 0 6 69 301502017 8 86 2 255 0 4:15 PM 0 2 0 7 4 0 10 108 13 04:00 PM 0 2 0 6 0 16 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start COLLINS AIRE LN SYKES DR N TIMBERLINE RD N TIMBERLINE RD 15-min TotalUTLTTHRT Date: 03-09-2021 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.2%0.84 TOTAL 1.5%0.90 TH RT WB 2.9%0.86 NB 1.0%0.95 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.0%0.89 0 0 0 0000100 0 0 0 20 2N N TIMBERLINE RD COLLINS AIRE LN SYKES DR N TIMBERLINE RDCOLLINS AIRE LNN TIMBERLINE RD1,066TEV: 0.9PHF:2231428364446015 0 54 69 1200 9242775594403035 0 4 39 97 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 01000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1000001 5 00020 0 0 0 0 Peak Hour 0 3Count Total 0 100000000 0 1 5:45 PM 0 0 0 0 1 5:30 PM 0000000 1 4 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 4 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 30020014:15 PM 0 0 0 0 0 0 1 04:00 PM RT 16 0 Interval Start COLLINS AIRE LN SYKES DR N TIMBERLINE RD N TIMBERLINE RD 15-min Total Rolling One Hour 4 2 0 0 8 0020000 RTTHLT RTTHLTRT 0 16 1 36 0 Peak Hour 0 0 0 0 0 0 0 10 3 0Count Total 0 0 0 1 0 5 0 1 11000000010000 0 4 0 4 16 5:45 PM 0 0 0 0 0 0 0 0 0 0 2 18 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0010000 0 0 0 4 20 5:15 PM 0 0 0 0 0 0 0 2 2 0 6 25 5:00 PM 0 0 0 0 0 0 0 2 0 0 0 3 0010000 0 2 0 6 0 4:45 PM 0 0 0 0 0 0 0 2 1 0 4 0 4:30 PM 0 0 0 1 0 0 0 1 0 0 0 2 1000000 0 4 0 9 0 4:15 PM 0 0 0 0 0 0 0 3 0 0 TH RT 4:00 PM 0 0 0 0 0 2 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start COLLINS AIRE LN SYKES DR N TIMBERLINE RD N TIMBERLINE RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 2 0 0 0 0 0 0 2 22000000 0 2 Peak Hour 116 91 17 14 238 0 0 0 0 0 0 0 0Count Total 204 188 30 28 450 0 0 0 00000008:45 AM 24 25 3 3 55 0 0 0 0 0 0 0 8:30 AM 22 26 2 7 57 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 18 23 4 4 49 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 10 23 5 2 40 0 0 0 0 0 0 0 0 0 0 2 7:30 AM 38 20 2 5 65 0 0 0 0 0 0 0 0 0 0 51 0 EB WB NB SB Total East 7:45 AM 40 16 4 2 62 0 0 0 0%8%43%HV%0%13%10%19%0% 0 0 7:15 AM 28 32 6 5 71 0 0 0 0 0 0 0 0 West North South 7:00 AM 24 23 4 2 79 7 93 0 27 12638481,835 3 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 9%-26%33%11%7%4%5%0% Peak Hour All 2 24 1,054 8 1 160 15 179 0 0 7 4 3 238 08900638 27 3,283 0 HV 0 3 101 12 0 Count Total 5 44 2,022 135 20 95 3,297 67 25 45 6,118 0 749 2,941215012415103912021 15 5 5 695 3,092 8:45 AM 1 4 261 20 1 0 29 1 27 0 728 3,272 8:30 AM 0 7 244 24 4 8 325 3 24 0 11 4 51133941014 1 1 8 769 3,283 8:15 AM 2 4 244 8 2 0 12 1 19 0 900 3,177 8:00 AM 0 7 247 12 1 11 447 2 19 0 5 2 71155140018 14 4 8 875 0 7:45 AM 1 10 287 19 0 1 22 2 30 0 739 0 7:30 AM 0 5 278 14 2 9 486 2 25 0 7 5 44133881027 2 0 7 663 0 7:15 AM 1 2 242 18 1 0 17 2 20 07:00 AM 0 5 219 20 2 16 352 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Mulberry St Mulberry St Greenfield Ct Greenfield Ct 15-min TotalUTLTTHRT Date: Tue, Aug 17, 2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB 21.2%0.63 TOTAL 7.2%0.91 TH RT WB 4.8%0.89 NB 9.4%0.82 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 10.1%0.90 0 0 0 0000000 0 0 0 20 0N Greenfield Ct Mulberry St Mulberry St Greenfield CtMulberry St Greenfield Ct3,283TEV: 0.91PHF:271227663403 1,835 48 1,894 1,1828 93779180124163 1,054 24 1,143 1,943 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 238 0 Interval Start Mulberry St Mulberry St Greenfield Ct Greenfield Ct 15-min Total Rolling One Hour 3 8 0 7 4 30289006 RTTHLT RTTHLTRT 15 6 7 450 0 Peak Hour 0 3 101 12 0 0 11 5 14 0Count Total 1 5 183 15 0 7 181 55 2010202100124001 4 1 2 57 208 8:45 AM 0 1 23 0 0 0 1 0 1 0 49 216 8:30 AM 0 0 20 2 0 1 25 1 2 0 2 0 20221001 0 0 2 40 238 8:15 AM 1 1 15 1 0 0 1 1 3 0 62 249 8:00 AM 0 0 8 2 0 1 22 0 3 0 2 0 00016001 4 1 0 65 0 7:45 AM 0 1 36 3 0 0 1 1 0 0 71 0 7:30 AM 0 1 35 2 0 0 20 1 2 0 1 3 10131003 0 0 0 51 0 7:15 AM 0 1 22 5 0 0 2 1 1 0 TH RT 7:00 AM 0 0 24 0 0 1 22 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Mulberry St Mulberry St Greenfield Ct Greenfield Ct 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 2 2 1 7 3 4 22 122000325 13 4 Peak Hour 71 89 7 4 171 0 0 1 0 0 1 3 2Count Total 138 149 12 8 307 0 0 3 10100105:45 PM 18 15 0 0 33 0 0 0 0 2 1 2 5:30 PM 7 2 0 0 9 0 0 0 0 0 0 3 1 1 1 0 5:15 PM 13 22 2 1 38 0 0 0 0 0 0 0 0 0 2 0 5:00 PM 21 20 0 1 42 0 0 0 0 0 0 0 1 1 0 0 4:30 PM 21 27 3 2 53 0 0 0 0 0 0 0 0 2 0 49 0 EB WB NB SB Total East 4:45 PM 16 20 2 0 38 0 0 0 -3%15%HV%0%12%3%1%0% 1 0 4:15 PM 23 15 3 4 45 0 0 0 0 0 0 0 0 West North South 4:00 PM 19 28 2 2 93 13 84 0 86 208343531,389 10 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%-2%0%4%4%4%6%10% Peak Hour All 5 34 2,010 15 0 180 25 167 0 0 2 0 2 171 08610322 51 3,974 0 HV 0 4 66 1 0 Count Total 7 52 3,688 167 66 96 2,618 128 29 103 7,341 0 744 3,5802150915592862020 7 1 8 853 3,809 5:45 PM 0 2 367 21 0 0 19 3 21 0 981 3,974 5:30 PM 0 2 432 18 8 17 317 2 12 0 13 4 1411113404020 30 4 10 1,002 3,872 5:15 PM 1 6 521 22 1 0 29 3 21 0 973 3,761 5:00 PM 1 7 484 21 17 15 359 6 24 0 21 6 1311123185019 22 6 14 1,018 0 4:45 PM 1 12 505 20 0 0 25 2 27 0 879 0 4:30 PM 2 9 500 20 4 15 372 4 21 0 17 5 34462941027 9 2 5 891 0 4:15 PM 1 8 437 20 2 0 21 3 26 04:00 PM 1 6 442 25 6 11 332 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Mulberry St Mulberry St Greenfield Ct Greenfield Ct 15-min TotalUTLTTHRT Date: Tue, Aug 17, 2021 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.5%0.89 TOTAL 4.3%0.98 TH RT WB 6.0%0.95 NB 3.7%0.88 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 3.3%0.97 0 0 0 0000000 0 0 5 22 3N Greenfield Ct Mulberry St Mulberry St Greenfield CtMulberry St Greenfield Ct3,974TEV: 0.98PHF:51208615757010 1,389 53 1,495 2,22343 841393190156083 2,010 34 2,132 1,538 5 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 1 0 000 0 0 0 000 0 1 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 110000000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 171 0 Interval Start Mulberry St Mulberry St Greenfield Ct Greenfield Ct 15-min Total Rolling One Hour 2 2 0 2 0 20286103 RTTHLT RTTHLTRT 3 2 3 307 0 Peak Hour 0 4 66 1 1 0 5 3 4 0Count Total 0 5 130 3 0 4 144 33 1220000000015000 0 0 0 9 127 5:45 PM 0 0 16 2 0 0 0 0 0 0 38 171 5:30 PM 0 0 7 0 0 0 2 1 1 0 1 0 00022000 1 0 0 42 178 5:15 PM 0 0 13 0 0 0 0 0 0 0 38 185 5:00 PM 0 2 19 0 0 0 20 0 1 0 0 0 00118101 0 0 2 53 0 4:45 PM 0 1 15 0 0 0 2 1 0 0 45 0 4:30 PM 0 1 19 1 0 1 26 1 2 0 1 2 10015000 0 0 0 49 0 4:15 PM 0 1 22 0 0 0 2 0 0 0 TH RT 4:00 PM 0 0 19 0 0 2 26 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Mulberry St Mulberry St Greenfield Ct Greenfield Ct 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com APPENDIX E – Existing Synchro Outputs HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/23/2021 _Existing AM 11:59 pm 03/17/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 45 73 0 29 12 238 69 16 598 2 Future Vol, veh/h 8 0 45 73 0 29 12 238 69 16 598 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 0 49 79 0 32 13 259 75 17 650 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1024 1045 651 995 971 259 652 0 0 334 0 0 Stage 1 685 685 - 285 285 - - - - - - - Stage 2 339 360 - 710 686 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 214 229 469 224 253 780 935 - - 1225 - - Stage 1 438 448 - 722 676 - - - - - - - Stage 2 676 626 - 424 448 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 201 223 469 196 246 780 935 - - 1225 - - Mov Cap-2 Maneuver 201 223 - 196 246 - - - - - - - Stage 1 432 442 - 712 667 - - - - - - - Stage 2 640 617 - 375 442 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.1 28.1 0.3 0.2 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 935 - - 201 469 196 780 1225 - - HCM Lane V/C Ratio 0.014 - - 0.043 0.104 0.405 0.04 0.014 - - HCM Control Delay (s) 8.9 - - 23.7 13.6 35.3 9.8 8 - - HCM Lane LOS A - - C B E A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.3 1.8 0.1 0 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/23/2021 _Existing AM 11:59 pm 03/17/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 128 0 0 258 11 0 0 0 13 0 25 Future Vol, veh/h 15 128 0 0 258 11 0 0 0 13 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 139 0 0 280 12 0 0 0 14 0 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 292 0 0 139 0 0 471 463 139 457 457 286 Stage 1 - - - - - - 171 171 - 286 286 - Stage 2 - - - - - - 300 292 - 171 171 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1270 - - 1445 - - 503 496 909 514 500 753 Stage 1 - - - - - - 831 757 - 721 675 - Stage 2 - - - - - - 709 671 - 831 757 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1270 - - 1445 - - 480 490 909 509 494 753 Mov Cap-2 Maneuver - - - - - - 480 490 - 509 494 - Stage 1 - - - - - - 820 747 - 712 675 - Stage 2 - - - - - - 683 671 - 821 747 - Approach EB WB NB SB HCM Control Delay, s 0.8 0 0 10.8 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1270 - - 1445 - - 509 753 HCM Lane V/C Ratio - - 0.013 - - - - - 0.028 0.036 HCM Control Delay (s) 0 0 7.9 - - 0 - - 12.3 10 HCM Lane LOS A A A - - A - - B B HCM 95th %tile Q(veh) - - 0 - - 0 - - 0.1 0.1 HCM 6th AWSC 3: Greenfields Ct & Frontage Rd 03/23/2021 _Existing AM 11:59 pm 03/17/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 15 53 12 0 3 0 24 0 0 0 Future Vol, veh/h 0 10 15 53 12 0 3 0 24 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 11 16 58 13 0 3 0 26 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.8 7.6 6.7 0 HCM LOS A A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 11% 0% 82% 0% Vol Thru, % 0% 40% 18% 100% Vol Right, % 89% 60% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 27 25 65 0 LT Vol 3 0 53 0 Through Vol 0 10 12 0 RT Vol 24 15 0 0 Lane Flow Rate 29 27 71 0 Geometry Grp 1 1 1 1 Degree of Util (X) 0.029 0.028 0.082 0 Departure Headway (Hd) 3.591 3.678 4.169 4.126 Convergence, Y/N Yes Yes Yes Yes Cap 991 973 863 0 Service Time 1.635 1.7 2.178 2.174 HCM Lane V/C Ratio 0.029 0.028 0.082 0 HCM Control Delay 6.7 6.8 7.6 7.2 HCM Lane LOS A A A N HCM 95th-tile Q 0.1 0.1 0.3 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/23/2021 _Existing AM 11:59 pm 03/17/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - - - HCM Lane V/C Ratio - - - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - - - HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/23/2021 _Existing PM 11:59 pm 03/17/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 35 54 0 15 75 427 92 28 314 22 Future Vol, veh/h 4 0 35 54 0 15 75 427 92 28 314 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 38 59 0 16 82 464 100 30 341 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1099 1141 353 1060 1053 464 365 0 0 564 0 0 Stage 1 413 413 - 628 628 - - - - - - - Stage 2 686 728 - 432 425 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 190 201 691 202 226 598 1194 - - 1008 - - Stage 1 616 594 - 471 476 - - - - - - - Stage 2 438 429 - 602 586 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 171 182 691 177 204 598 1194 - - 1008 - - Mov Cap-2 Maneuver 171 182 - 177 204 - - - - - - - Stage 1 573 576 - 439 443 - - - - - - - Stage 2 397 399 - 552 568 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.2 29.9 1 0.7 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1194 - - 171 691 177 598 1008 - - HCM Lane V/C Ratio 0.068 - - 0.025 0.055 0.332 0.027 0.03 - - HCM Control Delay (s) 8.2 - - 26.6 10.5 35.1 11.2 8.7 - - HCM Lane LOS A - - D B E B A - - HCM 95th %tile Q(veh) 0.2 - - 0.1 0.2 1.4 0.1 0.1 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/23/2021 _Existing PM 11:59 pm 03/17/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 222 0 0 200 15 0 0 0 11 0 21 Future Vol, veh/h 27 222 0 0 200 15 0 0 0 11 0 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 241 0 0 217 16 0 0 0 12 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 233 0 0 241 0 0 536 532 241 524 524 225 Stage 1 - - - - - - 299 299 - 225 225 - Stage 2 - - - - - - 237 233 - 299 299 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1335 - - 1326 - - 455 453 798 464 458 814 Stage 1 - - - - - - 710 666 - 778 718 - Stage 2 - - - - - - 766 712 - 710 666 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1335 - - 1326 - - 435 443 798 456 448 814 Mov Cap-2 Maneuver - - - - - - 435 443 - 456 448 - Stage 1 - - - - - - 694 651 - 761 718 - Stage 2 - - - - - - 745 712 - 695 651 - Approach EB WB NB SB HCM Control Delay, s 0.8 0 0 10.8 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1335 - - 1326 - - 456 814 HCM Lane V/C Ratio - - 0.022 - - - - - 0.026 0.028 HCM Control Delay (s) 0 0 7.8 - - 0 - - 13.1 9.6 HCM Lane LOS A A A - - A - - B A HCM 95th %tile Q(veh) - - 0.1 - - 0 - - 0.1 0.1 HCM 6th AWSC 3: Greenfields Ct & Frontage Rd 03/23/2021 _Existing PM 11:59 pm 03/17/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 33 77 12 0 5 0 36 0 0 0 Future Vol, veh/h 0 13 33 77 12 0 5 0 36 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 14 36 84 13 0 5 0 39 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.9 7.8 6.9 0 HCM LOS A A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 12% 0% 87% 0% Vol Thru, % 0% 28% 13% 100% Vol Right, % 88% 72% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 46 89 0 LT Vol 5 0 77 0 Through Vol 0 13 12 0 RT Vol 36 33 0 0 Lane Flow Rate 45 50 97 0 Geometry Grp 1 1 1 1 Degree of Util (X) 0.046 0.051 0.114 0 Departure Headway (Hd) 3.682 3.655 4.224 4.222 Convergence, Y/N Yes Yes Yes Yes Cap 961 976 850 0 Service Time 1.749 1.691 2.241 2.295 HCM Lane V/C Ratio 0.047 0.051 0.114 0 HCM Control Delay 6.9 6.9 7.8 7.3 HCM Lane LOS A A A N HCM 95th-tile Q 0.1 0.2 0.4 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/23/2021 _Existing PM 11:59 pm 03/17/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - - - HCM Lane V/C Ratio - - - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - - - Timings 6: Greenfields Ct 08/27/2021 _Existing AM 12:30 pm 08/27/2021 Baseline Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 26 1054 63 56 1835 3 80 7 27 12 Future Volume (vph) 26 1054 63 56 1835 3 80 7 27 12 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 57.5 57.5 10.0 58.0 58.0 22.5 22.5 22.5 22.5 Total Split (%) 10.6% 63.9% 63.9% 11.1% 64.4% 64.4% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 53.1 49.1 49.1 55.5 53.5 53.5 18.1 18.1 18.1 Actuated g/C Ratio 0.63 0.58 0.58 0.66 0.64 0.64 0.22 0.22 0.22 v/c Ratio 0.15 0.57 0.07 0.21 0.92 0.00 0.32 0.27 0.22 Control Delay 6.3 12.6 2.2 6.1 22.8 0.0 32.8 9.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 12.6 2.2 6.1 22.8 0.0 32.8 9.3 21.0 LOS A B A A C A C A C Approach Delay 11.9 22.2 19.7 21.0 Approach LOS B C B C Intersection Summary Cycle Length: 90 Actuated Cycle Length: 84.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: Greenfields Ct Queues 6: Greenfields Ct 08/27/2021 _Existing AM 12:30 pm 08/27/2021 Baseline Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 29 1171 70 63 2062 3 94 117 78 v/c Ratio 0.15 0.57 0.07 0.21 0.92 0.00 0.32 0.27 0.22 Control Delay 6.3 12.6 2.2 6.1 22.8 0.0 32.8 9.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 12.6 2.2 6.1 22.8 0.0 32.8 9.3 21.0 Queue Length 50th (ft) 4 198 0 10 380 0 40 3 19 Queue Length 95th (ft) 12 254 15 21 #756 0 86 42 56 Internal Link Dist (ft) 259 299 383 340 Turn Bay Length (ft) 160 270 540 220 190 Base Capacity (vph) 188 2237 1027 299 2258 1036 298 429 349 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.52 0.07 0.21 0.91 0.00 0.32 0.27 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: Greenfields Ct 08/27/2021 _Existing AM 12:30 pm 08/27/2021 Baseline Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 1054 63 56 1835 3 80 7 93 27 12 27 Future Volume (veh/h) 26 1054 63 56 1835 3 80 7 93 27 12 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 1171 70 63 2062 3 94 8 109 32 14 32 Peak Hour Factor 0.90 0.90 0.90 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 148 2108 940 339 2165 966 360 23 309 146 72 111 Arrive On Green 0.03 0.59 0.59 0.04 0.61 0.61 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1360 110 1492 423 348 536 Grp Volume(v), veh/h 29 1171 70 63 2062 3 94 0 117 78 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1360 0 1602 1307 0 0 Q Serve(g_s), s 0.5 17.4 1.6 1.2 47.0 0.1 0.0 0.0 5.4 0.6 0.0 0.0 Cycle Q Clear(g_c), s 0.5 17.4 1.6 1.2 47.0 0.1 5.4 0.0 5.4 6.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 0.41 0.41 Lane Grp Cap(c), veh/h 148 2108 940 339 2165 966 360 0 331 329 0 0 V/C Ratio(X) 0.20 0.56 0.07 0.19 0.95 0.00 0.26 0.00 0.35 0.24 0.00 0.00 Avail Cap(c_a), veh/h 199 2164 965 372 2184 974 360 0 331 329 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.2 10.7 7.5 7.9 15.8 6.7 29.5 0.0 29.5 29.0 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.3 0.0 0.3 10.3 0.0 1.8 0.0 2.9 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.6 0.5 0.4 17.6 0.0 1.8 0.0 2.4 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 11.0 7.6 8.2 26.1 6.7 31.3 0.0 32.5 30.7 0.0 0.0 LnGrp LOS C B A A C A C A C C A A Approach Vol, veh/h 1270 2128 211 78 Approach Delay, s/veh 11.1 25.6 31.9 30.7 Approach LOS B C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 8.4 56.1 22.5 7.0 57.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.5 53.0 18.0 5.0 53.5 Max Q Clear Time (g_c+I1), s 7.4 3.2 19.4 8.0 2.5 49.0 Green Ext Time (p_c), s 0.7 0.0 9.8 0.2 0.0 4.0 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Timings 6: Greenfields Ct 08/27/2021 _Existing PM 12:41 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 39 2010 83 96 1389 10 93 13 86 20 Future Volume (vph) 39 2010 83 96 1389 10 93 13 86 20 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 58.0 58.0 9.5 57.7 57.7 22.5 22.5 22.5 22.5 Total Split (%) 10.9% 64.4% 64.4% 10.6% 64.1% 64.1% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 57.8 53.6 53.6 58.2 55.3 55.3 18.0 18.0 18.0 Actuated g/C Ratio 0.66 0.61 0.61 0.66 0.63 0.63 0.20 0.20 0.20 v/c Ratio 0.19 1.01 0.09 0.57 0.68 0.01 0.45 0.27 0.59 Control Delay 6.3 42.5 2.0 24.1 13.4 0.0 38.7 10.8 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 42.5 2.0 24.1 13.4 0.0 38.7 10.8 37.3 LOS A D A C B A D B D Approach Delay 40.2 14.0 24.5 37.3 Approach LOS D B C D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 88.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 6: Greenfields Ct Queues 6: Greenfields Ct 08/27/2021 _Existing PM 12:41 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 42 2185 90 104 1510 11 106 110 176 v/c Ratio 0.19 1.01 0.09 0.57 0.68 0.01 0.45 0.27 0.59 Control Delay 6.3 42.5 2.0 24.1 13.4 0.0 38.7 10.8 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 42.5 2.0 24.1 13.4 0.0 38.7 10.8 37.3 Queue Length 50th (ft) 6 ~712 0 16 296 0 54 7 79 Queue Length 95th (ft) 15 #850 18 #71 378 0 102 48 146 Internal Link Dist (ft) 259 299 383 340 Turn Bay Length (ft) 160 270 540 220 190 Base Capacity (vph) 220 2153 998 181 2220 1020 235 407 296 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 1.01 0.09 0.57 0.68 0.01 0.45 0.27 0.59 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 6: Greenfields Ct 08/27/2021 _Existing PM 12:41 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 2010 83 96 1389 10 93 13 84 86 20 51 Future Volume (veh/h) 39 2010 83 96 1389 10 93 13 84 86 20 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 2185 90 104 1510 11 106 15 95 97 22 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 257 2121 946 172 2176 971 309 44 281 174 47 76 Arrive On Green 0.04 0.60 0.60 0.05 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1320 221 1398 558 235 380 Grp Volume(v), veh/h 42 2185 90 104 1510 11 106 0 110 176 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1320 0 1619 1173 0 0 Q Serve(g_s), s 0.8 53.5 2.2 2.0 25.7 0.2 0.0 0.0 5.2 8.5 0.0 0.0 Cycle Q Clear(g_c), s 0.8 53.5 2.2 2.0 25.7 0.2 7.8 0.0 5.2 13.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 0.55 0.32 Lane Grp Cap(c), veh/h 257 2121 946 172 2176 971 309 0 325 298 0 0 V/C Ratio(X) 0.16 1.03 0.10 0.60 0.69 0.01 0.34 0.00 0.34 0.59 0.00 0.00 Avail Cap(c_a), veh/h 297 2121 946 180 2176 971 309 0 325 298 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.9 18.1 7.7 21.8 11.7 6.8 31.7 0.0 30.7 35.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 27.7 0.0 5.3 1.0 0.0 3.0 0.0 2.8 8.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 25.2 0.6 1.4 8.3 0.1 2.3 0.0 2.3 4.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.2 45.8 7.8 27.1 12.7 6.8 34.7 0.0 33.5 43.4 0.0 0.0 LnGrp LOS B F A C B A C A C D A A Approach Vol, veh/h 2317 1625 216 176 Approach Delay, s/veh 43.6 13.6 34.1 43.4 Approach LOS D B C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 9.1 58.0 22.5 7.7 59.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 53.5 18.0 5.3 53.2 Max Q Clear Time (g_c+I1), s 9.8 4.0 55.5 15.7 2.8 27.7 Green Ext Time (p_c), s 0.6 0.0 0.0 0.2 0.0 12.3 Intersection Summary HCM 6th Ctrl Delay 31.9 HCM 6th LOS C APPENDIX F - Background (without site development) Synchro Outputs HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/23/2021 Background 2023 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 45 73 0 29 12 248 69 16 622 2 Future Vol, veh/h 8 0 45 73 0 29 12 248 69 16 622 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 0 49 79 0 32 13 270 75 17 676 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1061 1082 677 1032 1008 270 678 0 0 345 0 0 Stage 1 711 711 - 296 296 - - - - - - - Stage 2 350 371 - 736 712 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 202 217 453 211 240 769 914 - - 1214 - - Stage 1 424 436 - 712 668 - - - - - - - Stage 2 666 620 - 411 436 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 189 211 453 184 233 769 914 - - 1214 - - Mov Cap-2 Maneuver 189 211 - 184 233 - - - - - - - Stage 1 418 430 - 702 659 - - - - - - - Stage 2 630 611 - 361 430 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.6 30.4 0.3 0.2 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 914 - - 189 453 184 769 1214 - - HCM Lane V/C Ratio 0.014 - - 0.046 0.108 0.431 0.041 0.014 - - HCM Control Delay (s) 9 - - 25 13.9 38.6 9.9 8 - - HCM Lane LOS A - - D B E A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.4 2 0.1 0 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/23/2021 Background 2023 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 133 0 0 268 11 0 0 0 13 0 25 Future Vol, veh/h 15 133 0 0 268 11 0 0 0 13 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 145 0 0 291 12 0 0 0 14 0 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 303 0 0 145 0 0 488 480 145 474 474 297 Stage 1 - - - - - - 177 177 - 297 297 - Stage 2 - - - - - - 311 303 - 177 177 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1258 - - 1437 - - 490 485 902 501 489 742 Stage 1 - - - - - - 825 753 - 712 668 - Stage 2 - - - - - - 699 664 - 825 753 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1258 - - 1437 - - 467 479 902 496 483 742 Mov Cap-2 Maneuver - - - - - - 467 479 - 496 483 - Stage 1 - - - - - - 814 743 - 703 668 - Stage 2 - - - - - - 673 664 - 815 743 - Approach EB WB NB SB HCM Control Delay, s 0.8 0 0 10.9 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1258 - - 1437 - - 496 742 HCM Lane V/C Ratio - - 0.013 - - - - - 0.028 0.037 HCM Control Delay (s) 0 0 7.9 - - 0 - - 12.5 10 HCM Lane LOS A A A - - A - - B B HCM 95th %tile Q(veh) - - 0 - - 0 - - 0.1 0.1 HCM 6th AWSC 3: Greenfields Ct & Frontage Rd 03/23/2021 Background 2023 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 15 53 12 0 3 0 24 0 0 0 Future Vol, veh/h 0 10 15 53 12 0 3 0 24 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 11 16 58 13 0 3 0 26 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.8 7.6 6.7 0 HCM LOS A A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 11% 0% 82% 0% Vol Thru, % 0% 40% 18% 100% Vol Right, % 89% 60% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 27 25 65 0 LT Vol 3 0 53 0 Through Vol 0 10 12 0 RT Vol 24 15 0 0 Lane Flow Rate 29 27 71 0 Geometry Grp 1 1 1 1 Degree of Util (X) 0.029 0.028 0.082 0 Departure Headway (Hd) 3.591 3.678 4.169 4.126 Convergence, Y/N Yes Yes Yes Yes Cap 991 973 863 0 Service Time 1.635 1.7 2.178 2.174 HCM Lane V/C Ratio 0.029 0.028 0.082 0 HCM Control Delay 6.7 6.8 7.6 7.2 HCM Lane LOS A A A N HCM 95th-tile Q 0.1 0.1 0.3 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/23/2021 Background 2023 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - - - HCM Lane V/C Ratio - - - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - - - HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/23/2021 Background 2023 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 35 54 0 15 75 444 92 28 327 22 Future Vol, veh/h 4 0 35 54 0 15 75 444 92 28 327 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 38 59 0 16 82 483 100 30 355 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1132 1174 367 1093 1086 483 379 0 0 583 0 0 Stage 1 427 427 - 647 647 - - - - - - - Stage 2 705 747 - 446 439 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 180 192 678 192 216 584 1179 - - 991 - - Stage 1 606 585 - 460 467 - - - - - - - Stage 2 427 420 - 591 578 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 162 173 678 168 195 584 1179 - - 991 - - Mov Cap-2 Maneuver 162 173 - 168 195 - - - - - - - Stage 1 564 567 - 428 434 - - - - - - - Stage 2 386 391 - 541 561 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.4 31.8 1 0.6 HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1179 - - 162 678 168 584 991 - - HCM Lane V/C Ratio 0.069 - - 0.027 0.056 0.349 0.028 0.031 - - HCM Control Delay (s) 8.3 - - 27.8 10.6 37.5 11.3 8.7 - - HCM Lane LOS A - - D B E B A - - HCM 95th %tile Q(veh) 0.2 - - 0.1 0.2 1.5 0.1 0.1 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/23/2021 Background 2023 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 231 0 0 208 15 0 0 0 11 0 21 Future Vol, veh/h 27 231 0 0 208 15 0 0 0 11 0 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 251 0 0 226 16 0 0 0 12 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 242 0 0 251 0 0 555 551 251 543 543 234 Stage 1 - - - - - - 309 309 - 234 234 - Stage 2 - - - - - - 246 242 - 309 309 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1324 - - 1314 - - 442 442 788 451 447 805 Stage 1 - - - - - - 701 660 - 769 711 - Stage 2 - - - - - - 758 705 - 701 660 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1324 - - 1314 - - 422 432 788 443 437 805 Mov Cap-2 Maneuver - - - - - - 422 432 - 443 437 - Stage 1 - - - - - - 686 645 - 752 711 - Stage 2 - - - - - - 737 705 - 686 645 - Approach EB WB NB SB HCM Control Delay, s 0.8 0 0 10.9 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1324 - - 1314 - - 443 805 HCM Lane V/C Ratio - - 0.022 - - - - - 0.027 0.028 HCM Control Delay (s) 0 0 7.8 - - 0 - - 13.4 9.6 HCM Lane LOS A A A - - A - - B A HCM 95th %tile Q(veh) - - 0.1 - - 0 - - 0.1 0.1 HCM 6th AWSC 3: Greenfields Ct & Frontage Rd 03/23/2021 Background 2023 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 33 77 12 0 5 0 36 0 0 0 Future Vol, veh/h 0 13 33 77 12 0 5 0 36 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 14 36 84 13 0 5 0 39 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.9 7.8 6.9 0 HCM LOS A A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 12% 0% 87% 0% Vol Thru, % 0% 28% 13% 100% Vol Right, % 88% 72% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 46 89 0 LT Vol 5 0 77 0 Through Vol 0 13 12 0 RT Vol 36 33 0 0 Lane Flow Rate 45 50 97 0 Geometry Grp 1 1 1 1 Degree of Util (X) 0.046 0.051 0.114 0 Departure Headway (Hd) 3.682 3.655 4.224 4.222 Convergence, Y/N Yes Yes Yes Yes Cap 961 976 850 0 Service Time 1.749 1.691 2.241 2.295 HCM Lane V/C Ratio 0.047 0.051 0.114 0 HCM Control Delay 6.9 6.9 7.8 7.3 HCM Lane LOS A A A N HCM 95th-tile Q 0.1 0.2 0.4 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/23/2021 Background 2023 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - - - HCM Lane V/C Ratio - - - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - - - HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/23/2021 Background 2030 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 45 73 0 29 12 284 69 16 715 2 Future Vol, veh/h 8 0 45 73 0 29 12 284 69 16 715 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 0 49 79 0 32 13 309 75 17 777 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1201 1222 778 1172 1148 309 779 0 0 384 0 0 Stage 1 812 812 - 335 335 - - - - - - - Stage 2 389 410 - 837 813 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 162 180 396 169 199 731 838 - - 1174 - - Stage 1 373 392 - 679 643 - - - - - - - Stage 2 635 595 - 361 392 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 151 175 396 145 193 731 838 - - 1174 - - Mov Cap-2 Maneuver 151 175 - 145 193 - - - - - - - Stage 1 367 387 - 668 633 - - - - - - - Stage 2 598 585 - 312 387 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.6 43.2 0.3 0.2 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 838 - - 151 396 145 731 1174 - - HCM Lane V/C Ratio 0.016 - - 0.058 0.124 0.547 0.043 0.015 - - HCM Control Delay (s) 9.4 - - 30.3 15.4 56.4 10.1 8.1 - - HCM Lane LOS A - - D C F B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.4 2.7 0.1 0 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/23/2021 Background 2030 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 153 0 0 308 11 0 0 0 13 0 25 Future Vol, veh/h 15 153 0 0 308 11 0 0 0 13 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 166 0 0 335 12 0 0 0 14 0 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 347 0 0 166 0 0 553 545 166 539 539 341 Stage 1 - - - - - - 198 198 - 341 341 - Stage 2 - - - - - - 355 347 - 198 198 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1212 - - 1412 - - 444 446 878 453 449 701 Stage 1 - - - - - - 804 737 - 674 639 - Stage 2 - - - - - - 662 635 - 804 737 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1212 - - 1412 - - 423 440 878 448 443 701 Mov Cap-2 Maneuver - - - - - - 423 440 - 448 443 - Stage 1 - - - - - - 794 727 - 665 639 - Stage 2 - - - - - - 636 635 - 793 727 - Approach EB WB NB SB HCM Control Delay, s 0.7 0 0 11.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1212 - - 1412 - - 448 701 HCM Lane V/C Ratio - - 0.013 - - - - - 0.032 0.039 HCM Control Delay (s) 0 0 8 - - 0 - - 13.3 10.3 HCM Lane LOS A A A - - A - - B B HCM 95th %tile Q(veh) - - 0 - - 0 - - 0.1 0.1 HCM 6th AWSC 3: Greenfields Ct & Frontage Rd 03/23/2021 Background 2030 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 15 53 12 0 3 0 24 0 0 0 Future Vol, veh/h 0 10 15 53 12 0 3 0 24 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 11 16 58 13 0 3 0 26 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.8 7.6 6.7 0 HCM LOS A A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 11% 0% 82% 0% Vol Thru, % 0% 40% 18% 100% Vol Right, % 89% 60% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 27 25 65 0 LT Vol 3 0 53 0 Through Vol 0 10 12 0 RT Vol 24 15 0 0 Lane Flow Rate 29 27 71 0 Geometry Grp 1 1 1 1 Degree of Util (X) 0.029 0.028 0.082 0 Departure Headway (Hd) 3.591 3.678 4.169 4.126 Convergence, Y/N Yes Yes Yes Yes Cap 991 973 863 0 Service Time 1.635 1.7 2.178 2.174 HCM Lane V/C Ratio 0.029 0.028 0.082 0 HCM Control Delay 6.7 6.8 7.6 7.2 HCM Lane LOS A A A N HCM 95th-tile Q 0.1 0.1 0.3 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/23/2021 Background 2030 AM 11:59 pm 03/17/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - - - HCM Lane V/C Ratio - - - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - - - HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/23/2021 Background 2030 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 35 54 0 15 75 510 92 28 375 22 Future Vol, veh/h 4 0 35 54 0 15 75 510 92 28 375 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 38 59 0 16 82 554 100 30 408 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1256 1298 420 1217 1210 554 432 0 0 654 0 0 Stage 1 480 480 - 718 718 - - - - - - - Stage 2 776 818 - 499 492 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 148 162 633 158 183 532 1128 - - 933 - - Stage 1 567 554 - 420 433 - - - - - - - Stage 2 390 390 - 554 548 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 132 145 633 137 164 532 1128 - - 933 - - Mov Cap-2 Maneuver 132 145 - 137 164 - - - - - - - Stage 1 526 536 - 389 401 - - - - - - - Stage 2 351 362 - 504 530 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.4 41.5 0.9 0.6 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1128 - - 132 633 137 532 933 - - HCM Lane V/C Ratio 0.072 - - 0.033 0.06 0.428 0.031 0.033 - - HCM Control Delay (s) 8.4 - - 33.2 11.1 49.7 12 9 - - HCM Lane LOS A - - D B E B A - - HCM 95th %tile Q(veh) 0.2 - - 0.1 0.2 1.9 0.1 0.1 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/23/2021 Background 2030 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 265 0 0 239 15 0 0 0 11 0 21 Future Vol, veh/h 27 265 0 0 239 15 0 0 0 11 0 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 288 0 0 260 16 0 0 0 12 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 276 0 0 288 0 0 626 622 288 614 614 268 Stage 1 - - - - - - 346 346 - 268 268 - Stage 2 - - - - - - 280 276 - 346 346 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1287 - - 1274 - - 397 403 751 404 407 771 Stage 1 - - - - - - 670 635 - 738 687 - Stage 2 - - - - - - 727 682 - 670 635 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1287 - - 1274 - - 379 394 751 397 398 771 Mov Cap-2 Maneuver - - - - - - 379 394 - 397 398 - Stage 1 - - - - - - 655 620 - 721 687 - Stage 2 - - - - - - 705 682 - 655 620 - Approach EB WB NB SB HCM Control Delay, s 0.7 0 0 11.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1287 - - 1274 - - 397 771 HCM Lane V/C Ratio - - 0.023 - - - - - 0.03 0.03 HCM Control Delay (s) 0 0 7.9 - - 0 - - 14.3 9.8 HCM Lane LOS A A A - - A - - B A HCM 95th %tile Q(veh) - - 0.1 - - 0 - - 0.1 0.1 HCM 6th AWSC 3: Greenfields Ct & Frontage Rd 03/23/2021 Background 2030 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 33 77 12 0 5 0 36 0 0 0 Future Vol, veh/h 0 13 33 77 12 0 5 0 36 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 14 36 84 13 0 5 0 39 0 0 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.9 7.8 6.9 0 HCM LOS A A A - Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 12% 0% 87% 0% Vol Thru, % 0% 28% 13% 100% Vol Right, % 88% 72% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 46 89 0 LT Vol 5 0 77 0 Through Vol 0 13 12 0 RT Vol 36 33 0 0 Lane Flow Rate 45 50 97 0 Geometry Grp 1 1 1 1 Degree of Util (X) 0.046 0.051 0.114 0 Departure Headway (Hd) 3.682 3.655 4.224 4.222 Convergence, Y/N Yes Yes Yes Yes Cap 961 976 850 0 Service Time 1.749 1.691 2.241 2.295 HCM Lane V/C Ratio 0.047 0.051 0.114 0 HCM Control Delay 6.9 6.9 7.8 7.3 HCM Lane LOS A A A N HCM 95th-tile Q 0.1 0.2 0.4 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/23/2021 Background 2030 PM 11:59 pm 03/17/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - - - HCM Lane V/C Ratio - - - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - - - Timings 5: Greenfields Ct 10/13/2021 BG 2023 AM 3:06 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 26 1092 63 56 1902 3 80 7 27 12 Future Volume (vph) 26 1092 63 56 1902 3 80 7 27 12 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 57.5 57.5 10.0 58.0 58.0 22.5 22.5 22.5 22.5 Total Split (%) 10.6% 63.9% 63.9% 11.1% 64.4% 64.4% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 53.3 49.3 49.3 55.7 53.7 53.7 18.1 18.1 18.1 Actuated g/C Ratio 0.63 0.58 0.58 0.66 0.64 0.64 0.21 0.21 0.21 v/c Ratio 0.15 0.59 0.07 0.22 0.95 0.00 0.32 0.27 0.22 Control Delay 6.3 12.9 2.2 6.3 26.4 0.0 32.8 9.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 12.9 2.2 6.3 26.4 0.0 32.8 9.3 21.0 LOS A B A A C A C A C Approach Delay 12.2 25.8 19.7 21.0 Approach LOS B C B C Intersection Summary Cycle Length: 90 Actuated Cycle Length: 84.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 BG 2023 AM 3:06 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 29 1213 70 63 2137 3 94 117 78 v/c Ratio 0.15 0.59 0.07 0.22 0.95 0.00 0.32 0.27 0.22 Control Delay 6.3 12.9 2.2 6.3 26.4 0.0 32.8 9.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 12.9 2.2 6.3 26.4 0.0 32.8 9.3 21.0 Queue Length 50th (ft) 4 208 0 10 415 0 40 3 19 Queue Length 95th (ft) 12 268 15 21 #804 0 86 42 56 Internal Link Dist (ft) 259 299 383 340 Turn Bay Length (ft) 160 270 540 220 190 Base Capacity (vph) 188 2236 1027 287 2252 1034 297 428 348 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.54 0.07 0.22 0.95 0.00 0.32 0.27 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 BG 2023 AM 3:06 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 1092 63 56 1902 3 80 7 93 27 12 27 Future Volume (veh/h) 26 1092 63 56 1902 3 80 7 93 27 12 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 1213 70 63 2137 3 94 8 109 32 14 32 Peak Hour Factor 0.90 0.90 0.90 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 138 2116 944 328 2172 969 357 23 307 145 71 110 Arrive On Green 0.03 0.60 0.60 0.04 0.61 0.61 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1360 110 1492 422 347 535 Grp Volume(v), veh/h 29 1213 70 63 2137 3 94 0 117 78 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1360 0 1602 1304 0 0 Q Serve(g_s), s 0.5 18.4 1.6 1.2 51.3 0.1 0.0 0.0 5.5 0.6 0.0 0.0 Cycle Q Clear(g_c), s 0.5 18.4 1.6 1.2 51.3 0.1 5.4 0.0 5.5 6.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 0.41 0.41 Lane Grp Cap(c), veh/h 138 2116 944 328 2172 969 357 0 329 326 0 0 V/C Ratio(X) 0.21 0.57 0.07 0.19 0.98 0.00 0.26 0.00 0.36 0.24 0.00 0.00 Avail Cap(c_a), veh/h 189 2152 960 360 2172 969 357 0 329 326 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.6 10.9 7.5 8.1 16.6 6.6 29.8 0.0 29.8 29.2 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.4 0.0 0.3 15.6 0.0 1.8 0.0 3.0 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.9 0.5 0.4 20.5 0.0 1.9 0.0 2.4 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 11.2 7.5 8.4 32.2 6.6 31.6 0.0 32.8 31.0 0.0 0.0 LnGrp LOS C B A A C A C A C C A A Approach Vol, veh/h 1312 2203 211 78 Approach Delay, s/veh 11.3 31.5 32.2 31.0 Approach LOS B C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 8.4 56.6 22.5 7.0 58.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.5 53.0 18.0 5.0 53.5 Max Q Clear Time (g_c+I1), s 7.5 3.2 20.4 8.1 2.5 53.3 Green Ext Time (p_c), s 0.7 0.0 10.3 0.2 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C Timings 5: Greenfields Ct 10/13/2021 BG 2023 PM 3:42 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 39 2083 83 96 1439 10 93 13 86 20 Future Volume (vph) 39 2083 83 96 1439 10 93 13 86 20 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 58.0 58.0 9.5 57.7 57.7 22.5 22.5 22.5 22.5 Total Split (%) 10.9% 64.4% 64.4% 10.6% 64.1% 64.1% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 57.8 53.6 53.6 58.2 55.3 55.3 18.0 18.0 18.0 Actuated g/C Ratio 0.66 0.61 0.61 0.66 0.63 0.63 0.20 0.20 0.20 v/c Ratio 0.20 1.05 0.09 0.57 0.70 0.01 0.45 0.27 0.59 Control Delay 6.6 54.3 2.2 24.1 14.0 0.0 38.7 10.8 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 54.3 2.2 24.1 14.0 0.0 38.7 10.8 37.3 LOS A D A C B A D B D Approach Delay 51.5 14.5 24.5 37.3 Approach LOS D B C D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 88.1 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 89.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 BG 2023 PM 3:42 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 42 2264 90 104 1564 11 106 110 176 v/c Ratio 0.20 1.05 0.09 0.57 0.70 0.01 0.45 0.27 0.59 Control Delay 6.6 54.3 2.2 24.1 14.0 0.0 38.7 10.8 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 54.3 2.2 24.1 14.0 0.0 38.7 10.8 37.3 Queue Length 50th (ft) 6 ~762 1 16 315 0 54 7 79 Queue Length 95th (ft) 15 #900 18 #71 402 0 102 48 146 Internal Link Dist (ft) 259 299 383 340 Turn Bay Length (ft) 160 270 540 220 190 Base Capacity (vph) 208 2153 997 181 2220 1020 235 407 296 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 1.05 0.09 0.57 0.70 0.01 0.45 0.27 0.59 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 BG 2023 PM 3:42 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 2083 83 96 1439 10 93 13 84 86 20 51 Future Volume (veh/h) 39 2083 83 96 1439 10 93 13 84 86 20 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 2264 90 104 1564 11 106 15 95 97 22 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 245 2121 946 172 2176 971 309 44 281 174 47 76 Arrive On Green 0.04 0.60 0.60 0.05 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1320 221 1398 558 235 380 Grp Volume(v), veh/h 42 2264 90 104 1564 11 106 0 110 176 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1320 0 1619 1173 0 0 Q Serve(g_s), s 0.8 53.5 2.2 2.0 27.3 0.2 0.0 0.0 5.2 8.5 0.0 0.0 Cycle Q Clear(g_c), s 0.8 53.5 2.2 2.0 27.3 0.2 7.8 0.0 5.2 13.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 0.55 0.32 Lane Grp Cap(c), veh/h 245 2121 946 172 2176 971 309 0 325 298 0 0 V/C Ratio(X) 0.17 1.07 0.10 0.60 0.72 0.01 0.34 0.00 0.34 0.59 0.00 0.00 Avail Cap(c_a), veh/h 286 2121 946 180 2176 971 309 0 325 298 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.5 18.1 7.7 21.8 12.0 6.8 31.7 0.0 30.7 35.0 0.0 0.0 Incr Delay (d2), s/veh 0.3 40.4 0.0 5.3 1.2 0.0 3.0 0.0 2.8 8.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 29.0 0.6 1.4 8.8 0.1 2.3 0.0 2.3 4.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.8 58.4 7.8 27.1 13.2 6.8 34.7 0.0 33.5 43.4 0.0 0.0 LnGrp LOS B F A C B A C A C D A A Approach Vol, veh/h 2396 1679 216 176 Approach Delay, s/veh 55.7 14.0 34.1 43.4 Approach LOS E B C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 9.1 58.0 22.5 7.7 59.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 53.5 18.0 5.3 53.2 Max Q Clear Time (g_c+I1), s 9.8 4.0 55.5 15.7 2.8 29.3 Green Ext Time (p_c), s 0.6 0.0 0.0 0.2 0.0 12.4 Intersection Summary HCM 6th Ctrl Delay 38.5 HCM 6th LOS D Timings 5: Greenfields Ct 10/13/2021 BG 2030 AM 4:03 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 26 1238 63 56 2155 3 80 7 27 12 Future Volume (vph) 26 1238 63 56 2155 3 80 7 27 12 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 57.5 57.5 10.0 58.0 58.0 22.5 22.5 22.5 22.5 Total Split (%) 10.6% 63.9% 63.9% 11.1% 64.4% 64.4% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 53.3 49.3 49.3 55.7 53.7 53.7 18.1 18.1 18.1 Actuated g/C Ratio 0.63 0.58 0.58 0.66 0.64 0.64 0.21 0.21 0.21 v/c Ratio 0.15 0.67 0.07 0.26 1.08 0.00 0.32 0.27 0.22 Control Delay 6.3 14.3 2.2 7.1 60.7 0.0 32.8 9.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 14.3 2.2 7.1 60.7 0.0 32.8 9.3 21.0 LOS A B A A E A C A C Approach Delay 13.6 59.3 19.7 21.0 Approach LOS B E B C Intersection Summary Cycle Length: 90 Actuated Cycle Length: 84.3 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay: 40.7 Intersection LOS: D Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 BG 2030 AM 4:03 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 29 1376 70 63 2421 3 94 117 78 v/c Ratio 0.15 0.67 0.07 0.26 1.08 0.00 0.32 0.27 0.22 Control Delay 6.3 14.3 2.2 7.1 60.7 0.0 32.8 9.3 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 14.3 2.2 7.1 60.7 0.0 32.8 9.3 21.0 Queue Length 50th (ft) 4 255 0 10 ~696 0 40 3 19 Queue Length 95th (ft) 12 325 15 21 #980 0 86 42 56 Internal Link Dist (ft) 259 299 383 340 Turn Bay Length (ft) 160 270 540 220 190 Base Capacity (vph) 188 2236 1027 243 2252 1034 297 428 348 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.62 0.07 0.26 1.08 0.00 0.32 0.27 0.22 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 BG 2030 AM 4:03 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 1238 63 56 2155 3 80 7 93 27 12 27 Future Volume (veh/h) 26 1238 63 56 2155 3 80 7 93 27 12 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 1376 70 63 2421 3 94 8 109 32 14 32 Peak Hour Factor 0.90 0.90 0.90 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 134 2116 944 287 2172 969 357 23 307 145 71 110 Arrive On Green 0.03 0.60 0.60 0.04 0.61 0.61 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1360 110 1492 422 347 535 Grp Volume(v), veh/h 29 1376 70 63 2421 3 94 0 117 78 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1360 0 1602 1304 0 0 Q Serve(g_s), s 0.5 22.4 1.6 1.2 53.5 0.1 0.0 0.0 5.5 0.6 0.0 0.0 Cycle Q Clear(g_c), s 0.5 22.4 1.6 1.2 53.5 0.1 5.4 0.0 5.5 6.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 0.41 0.41 Lane Grp Cap(c), veh/h 134 2116 944 287 2172 969 357 0 329 326 0 0 V/C Ratio(X) 0.22 0.65 0.07 0.22 1.11 0.00 0.26 0.00 0.36 0.24 0.00 0.00 Avail Cap(c_a), veh/h 184 2152 960 319 2172 969 357 0 329 326 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.8 11.7 7.5 9.3 17.0 6.6 29.8 0.0 29.8 29.2 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.7 0.0 0.4 58.7 0.0 1.8 0.0 3.0 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.3 0.5 0.4 34.2 0.0 1.9 0.0 2.4 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 12.4 7.5 9.7 75.7 6.6 31.6 0.0 32.8 31.0 0.0 0.0 LnGrp LOS C B A A F A C A C C A A Approach Vol, veh/h 1475 2487 211 78 Approach Delay, s/veh 12.4 73.9 32.2 31.0 Approach LOS B E C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 8.4 56.6 22.5 7.0 58.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.5 53.0 18.0 5.0 53.5 Max Q Clear Time (g_c+I1), s 7.5 3.2 24.4 8.1 2.5 55.5 Green Ext Time (p_c), s 0.7 0.0 11.7 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 49.7 HCM 6th LOS D Timings 5: Greenfields Ct 10/13/2021 BG 2030 PM 4:04 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 39 2360 83 96 1631 10 93 13 86 20 Future Volume (vph) 39 2360 83 96 1631 10 93 13 86 20 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 58.0 58.0 9.5 57.7 57.7 22.5 22.5 22.5 22.5 Total Split (%) 10.9% 64.4% 64.4% 10.6% 64.1% 64.1% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 57.8 53.6 53.6 58.2 55.3 55.3 18.0 18.0 18.0 Actuated g/C Ratio 0.66 0.61 0.61 0.66 0.63 0.63 0.20 0.20 0.20 v/c Ratio 0.22 1.19 0.09 0.57 0.80 0.01 0.45 0.27 0.59 Control Delay 7.2 111.6 2.7 24.1 16.8 0.0 38.7 10.8 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.2 111.6 2.7 24.1 16.8 0.0 38.7 10.8 37.3 LOS A F A C B A D B D Approach Delay 106.4 17.1 24.5 37.3 Approach LOS F B C D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 88.1 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.19 Intersection Signal Delay: 66.5 Intersection LOS: E Intersection Capacity Utilization 97.4% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 BG 2030 PM 4:04 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBT Lane Group Flow (vph) 42 2565 90 104 1773 11 106 110 176 v/c Ratio 0.22 1.19 0.09 0.57 0.80 0.01 0.45 0.27 0.59 Control Delay 7.2 111.6 2.7 24.1 16.8 0.0 38.7 10.8 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.2 111.6 2.7 24.1 16.8 0.0 38.7 10.8 37.3 Queue Length 50th (ft) 6 ~951 3 16 401 0 54 7 79 Queue Length 95th (ft) 15 #1088 21 #71 512 0 102 48 146 Internal Link Dist (ft) 259 299 383 340 Turn Bay Length (ft) 160 270 540 220 190 Base Capacity (vph) 187 2153 993 181 2220 1020 235 407 296 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 1.19 0.09 0.57 0.80 0.01 0.45 0.27 0.59 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 BG 2030 PM 4:04 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 2360 83 96 1631 10 93 13 84 86 20 51 Future Volume (veh/h) 39 2360 83 96 1631 10 93 13 84 86 20 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 2565 90 104 1773 11 106 15 95 97 22 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 205 2121 946 172 2176 971 309 44 281 174 47 76 Arrive On Green 0.04 0.60 0.60 0.05 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1320 221 1398 558 235 380 Grp Volume(v), veh/h 42 2565 90 104 1773 11 106 0 110 176 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1320 0 1619 1173 0 0 Q Serve(g_s), s 0.8 53.5 2.2 2.0 34.6 0.2 0.0 0.0 5.2 8.5 0.0 0.0 Cycle Q Clear(g_c), s 0.8 53.5 2.2 2.0 34.6 0.2 7.8 0.0 5.2 13.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 0.55 0.32 Lane Grp Cap(c), veh/h 205 2121 946 172 2176 971 309 0 325 298 0 0 V/C Ratio(X) 0.20 1.21 0.10 0.60 0.81 0.01 0.34 0.00 0.34 0.59 0.00 0.00 Avail Cap(c_a), veh/h 246 2121 946 180 2176 971 309 0 325 298 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.5 18.1 7.7 21.8 13.4 6.8 31.7 0.0 30.7 35.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 98.8 0.0 5.3 2.5 0.0 3.0 0.0 2.8 8.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 46.2 0.6 1.4 11.5 0.1 2.3 0.0 2.3 4.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 116.9 7.8 27.1 15.9 6.8 34.7 0.0 33.5 43.4 0.0 0.0 LnGrp LOS B F A C B A C A C D A A Approach Vol, veh/h 2697 1888 216 176 Approach Delay, s/veh 111.6 16.5 34.1 43.4 Approach LOS F B C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 9.1 58.0 22.5 7.7 59.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 53.5 18.0 5.3 53.2 Max Q Clear Time (g_c+I1), s 9.8 4.0 55.5 15.7 2.8 36.6 Green Ext Time (p_c), s 0.6 0.0 0.0 0.2 0.0 11.3 Intersection Summary HCM 6th Ctrl Delay 69.8 HCM 6th LOS E APPENDIX G – Site Trip Generation Information Project Name: Organization: Project Location: Performed By: Scenario Description:Total Future Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 100 86 14 Retail 395 244 151 Restaurant 0 Cinema/Entertainment 0 Residential 290 75 215 Hotel 0 All Other Land Uses2 0 Total 785 405 380 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 1.00 Retail 2.00 2.00 Restaurant 2.00 2.00 Cinema/Entertainment 4.00 4.00 Residential 1.00 1.00 Hotel 1.00 1.00 All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 4 0 0 0 Retail 3 0 2 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 2 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 1,180 649 531 Office 7% 29% Internal Capture Percentage 2% 2% 3% Retail 1% 2% Restaurant N/A N/A External Vehicle-Trips3 763 394 369 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 3% 2% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A Fort Collins, CO AM Street Peak Hour Galloway BJH Estimation Tool Developed by the Texas Transportation Institute Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 4Person-Trips *Indicates computation that has been rounded to the nearest whole number. Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) NCHRP 8-51 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only ) 0 0 0 Estimated Vehicle-TripsLand Use Mulberry Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 86 86 1.00 14 14 Retail 2.00 244 488 2.00 151 302 Restaurant 2.00 0 0 2.00 0 0 Cinema/Entertainment 4.00 0 0 4.00 0 0 Residential 1.00 75 75 1.00 215 215 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 4 9 0 0 Retail 88 39 42 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 4 2 43 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 156 0 0 0 Retail 3 0 2 0 Restaurant 12 39 4 0 Cinema/Entertainment 0 0 0 0 0 Residential 3 83 0 0 Hotel 3 20 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 6 80 86 80 0 0 Retail 6 482 488 241 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 2 73 75 73 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 4 10 14 10 0 0 Retail 5 297 302 149 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 5 210 215 210 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Land Use Table 7-A (D): Entering Trips 2Person-Trips Person-Trip Estimates Mulberry AM Street Peak Hour Table 9-A (D): Internal and External Trips Summary (Entering Trips) Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Cinema/Entertainment Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Table 7-A (O): Exiting Trips 0 0 0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) Origin Land Use Person-Trip Estimates External Trips by Mode* External Trips by Mode* 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 0 *Indicates computation that has been rounded to the nearest whole number. 0 0 0 0 0 Destination (To) Cinema/Entertainment 0 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Destination Land Use Table 9-A (O): Internal and External Trips Summary (Exiting Trips) Project Name: Organization: Project Location: Performed By: Scenario Description:Total Future Date: Analysis Year: Checked By: Analysis Period: Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 60 9 51 Retail 956 459 497 Restaurant 0 Cinema/Entertainment 0 Residential 366 225 141 Hotel 0 All Other Land Uses2 0 Total 1382 693 689 Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-Motorized Office 1.00 1.00 Retail 2.00 2.00 Restaurant 2.00 2.00 Cinema/Entertainment 4.00 4.00 Residential 1.00 1.00 Hotel 1.00 1.00 All Other Land Uses2 Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 10 0 1 0 Retail 3 0 104 0 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 5 59 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 2,338 1,152 1,186 Office 89% 22% Internal Capture Percentage 16% 16% 15% Retail 8% 11% Restaurant N/A N/A External Vehicle-Trips3 1,107 546 561 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential 47% 45% External Non-Motorized Trips4 0 0 0 Hotel N/A N/A 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P *Indicates computation that has been rounded to the nearest whole number. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Estimation Tool Developed by the Texas Transportation Institute 0 0 0 Origin (From)Destination (To) Cinema/Entertainment 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips NCHRP 8-51 Internal Trip Capture Estimation Tool Mulberry Galloway Fort Collins, CO BJH Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 9 9 1.00 51 51 Retail 2.00 459 918 2.00 497 994 Restaurant 2.00 0 0 2.00 0 0 Cinema/Entertainment 4.00 0 0 4.00 0 0 Residential 1.00 225 225 1.00 141 141 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 10 2 1 0 Retail 20 288 258 50 Restaurant 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 6 59 30 4 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 73 0 9 0 Retail 3 0 104 0 Restaurant 3 459 36 0 Cinema/Entertainment 1 37 0 9 0 Residential 5 92 0 0 Hotel 0 18 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 8 1 9 1 0 0 Retail 69 849 918 425 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 105 120 225 120 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 11 40 51 40 0 0 Retail 107 887 994 444 0 0 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 64 77 141 77 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 0 0 0 0 0 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode* 0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) 2Person-Trips 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use *Indicates computation that has been rounded to the nearest whole number. Mulberry PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Destination (To) Cinema/Entertainment Cinema/Entertainment 0 40 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P AM Peak Hour PM Peak Hour To Office 0.0% 0.0% To Retail 28.0% 20.0% To Restaurant 63.0% 4.0% To Cinema/Entertainment 0.0% 0.0% To Residential 1.0% 2.0% To Hotel 0.0% 0.0% To Office 29.0% 2.0% To Retail 0.0% 0.0% To Restaurant 13.0% 29.0% To Cinema/Entertainment 0.0% 4.0% To Residential 14.0% 26.0% To Hotel 0.0% 5.0% To Office 31.0% 3.0% To Retail 14.0% 41.0% To Restaurant 0.0% 0.0% To Cinema/Entertainment 0.0% 8.0% To Residential 4.0% 18.0% To Hotel 3.0% 7.0% To Office 0.0% 2.0% To Retail 0.0% 21.0% To Restaurant 0.0% 31.0% To Cinema/Entertainment 0.0% 0.0% To Residential 0.0% 8.0% To Hotel 0.0% 2.0% To Office 2.0% 4.0% To Retail 1.0% 42.0% To Restaurant 20.0% 21.0% To Cinema/Entertainment 0.0% 0.0% To Residential 0.0% 0.0% To Hotel 0.0% 3.0% To Office 75.0% 0.0% To Retail 14.0% 16.0% To Restaurant 9.0% 68.0% To Cinema/Entertainment 0.0% 0.0% To Residential 0.0% 2.0% To Hotel 0.0% 0.0% Table 7.1a Adjusted Internal Trip Capture Rates for Trip Origins within a Multi-Use Development Land Use Pairs Weekday From OFFICE From RETAIL From RESTAURANT From HOTEL From CINEMA/ENTERTAINMENT From RESIDENTIAL AM Peak Hour PM Peak Hour From Office 0.0% 0.0% From Retail 4.0% 31.0% From Restaurant 14.0% 30.0% From Cinema/Entertainment 0.0% 6.0% From Residential 3.0% 57.0% From Hotel 3.0% 0.0% From Office 32.0% 8.0% From Retail 0.0% 0.0% From Restaurant 8.0% 50.0% From Cinema/Entertainment 0.0% 4.0% From Residential 17.0% 10.0% From Hotel 4.0% 2.0% From Office 23.0% 2.0% From Retail 50.0% 29.0% From Restaurant 0.0% 0.0% From Cinema/Entertainment 0.0% 3.0% From Residential 20.0% 14.0% From Hotel 6.0% 5.0% From Office 0.0% 1.0% From Retail 0.0% 26.0% From Restaurant 0.0% 32.0% From Cinema/Entertainment 0.0% 0.0% From Residential 0.0% 0.0% From Hotel 0.0% 0.0% From Office 0.0% 4.0% From Retail 2.0% 46.0% From Restaurant 5.0% 16.0% From Cinema/Entertainment 0.0% 4.0% From Residential 0.0% 0.0% From Hotel 0.0% 0.0% From Office 0.0% 0.0% From Retail 0.0% 17.0% From Restaurant 4.0% 71.0% From Cinema/Entertainment 0.0% 1.0% From Residential 0.0% 12.0% From Hotel 0.0% 0.0% To HOTEL Table 7.2a Adjusted Internal Trip Capture Rates for Trip Destinations within a Multi-Use Development Land Use Pairs Weekday To OFFICE To RETAIL To RESTAURANT To CINEMA/ENTERTAINMENT To RESIDENTIAL APPENDIX H – Pipeline Trip Assignments Peakview PLD Traffic Impact Study Page 16 Figure 8: 2040 Site Generated Traffic APPENDIX I – Future (with site development) Synchro Outputs HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/26/2021 Total Future 2023 AM 12:23 pm 03/16/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 9.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 45 120 0 124 12 248 85 48 622 2 Future Vol, veh/h 8 0 45 120 0 124 12 248 85 48 622 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 0 49 130 0 135 13 270 92 52 676 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1191 1169 677 1102 1078 270 678 0 0 362 0 0 Stage 1 781 781 - 296 296 - - - - - - - Stage 2 410 388 - 806 782 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 164 193 453 189 219 769 914 - - 1197 - - Stage 1 388 405 - 712 668 - - - - - - - Stage 2 619 609 - 376 405 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 129 182 453 161 207 769 914 - - 1197 - - Mov Cap-2 Maneuver 129 182 - 161 207 - - - - - - - Stage 1 383 388 - 702 659 - - - - - - - Stage 2 503 600 - 321 388 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.1 47 0.3 0.6 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 914 - - 129 453 161 769 1197 - - HCM Lane V/C Ratio 0.014 - - 0.067 0.108 0.81 0.175 0.044 - - HCM Control Delay (s) 9 - - 34.9 13.9 84.5 10.7 8.1 - - HCM Lane LOS A - - D B F B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.4 5.3 0.6 0.1 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/26/2021 Total Future 2023 AM 12:23 pm 03/16/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 165 0 0 279 11 0 0 0 13 0 25 Future Vol, veh/h 15 165 0 0 279 11 0 0 0 13 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 179 0 0 303 12 0 0 0 14 0 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 315 0 0 179 0 0 534 526 179 520 520 309 Stage 1 - - - - - - 211 211 - 309 309 - Stage 2 - - - - - - 323 315 - 211 211 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1245 - - 1397 - - 457 457 864 467 461 731 Stage 1 - - - - - - 791 728 - 701 660 - Stage 2 - - - - - - 689 656 - 791 728 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1245 - - 1397 - - 436 451 864 462 455 731 Mov Cap-2 Maneuver - - - - - - 436 451 - 462 455 - Stage 1 - - - - - - 781 719 - 692 660 - Stage 2 - - - - - - 663 656 - 781 719 - Approach EB WB NB SB HCM Control Delay, s 0.7 0 0 11.1 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1245 - - 1397 - - 462 731 HCM Lane V/C Ratio - - 0.013 - - - - - 0.031 0.037 HCM Control Delay (s) 0 0 7.9 - - 0 - - 13 10.1 HCM Lane LOS A A A - - A - - B B HCM 95th %tile Q(veh) - - 0 - - 0 - - 0.1 0.1 HCM 6th Roundabout 3: Greenfields Ct & Frontage Rd 03/26/2021 Total Future 2023 AM 12:23 pm 03/16/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 27 71 93 189 Demand Flow Rate, veh/h 27 72 95 193 Vehicles Circulating, veh/h 252 68 11 75 Vehicles Exiting, veh/h 16 38 268 65 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.6 3.3 2.9 4.0 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.716 0.284 1.000 0.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway, s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow, veh/h 27 72 68 27 193 0 Cap Entry Lane, veh/h 1067 1287 1406 1406 1326 1326 Entry HV Adj Factor 0.992 0.983 0.981 0.963 0.980 1.000 Flow Entry, veh/h 27 71 67 26 189 0 Cap Entry, veh/h 1059 1265 1380 1354 1300 1326 V/C Ratio 0.025 0.056 0.048 0.019 0.146 0.000 Control Delay, s/veh 3.6 3.3 3.0 2.8 4.0 2.7 LOS A A A A A A 95th %tile Queue, veh 0 0 0 0 1 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/26/2021 Total Future 2023 AM 12:23 pm 03/16/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 126 0 0 0 43 16 0 0 47 0 Future Vol, veh/h 0 0 126 0 0 0 43 16 0 0 47 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 137 0 0 0 47 17 0 0 51 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 162 162 51 231 162 17 51 0 0 17 0 0 Stage 1 51 51 - 111 111 - - - - - - - Stage 2 111 111 - 120 51 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 803 730 1017 724 730 1062 1555 - - 1600 - - Stage 1 962 852 - 894 804 - - - - - - - Stage 2 894 804 - 884 852 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 785 708 1017 612 708 1062 1555 - - 1600 - - Mov Cap-2 Maneuver 785 708 - 612 708 - - - - - - - Stage 1 933 852 - 867 780 - - - - - - - Stage 2 867 780 - 765 852 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.1 0 5.4 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1555 - - - 1017 - - 1600 - - HCM Lane V/C Ratio 0.03 - - - 0.135 - - - - - HCM Control Delay (s) 7.4 - - 0 9.1 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0.1 - - - 0.5 - - 0 - - HCM 6th TWSC 1: Timberline Rd & Sykes Dr 03/26/2021 Total Future 2023 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 10.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 35 85 0 77 75 444 144 132 327 22 Future Vol, veh/h 4 0 35 85 0 77 75 444 144 132 327 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 130 - - 200 - - 0 - 375 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 38 92 0 84 82 483 157 143 355 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1421 1457 367 1319 1312 483 379 0 0 640 0 0 Stage 1 653 653 - 647 647 - - - - - - - Stage 2 768 804 - 672 665 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 114 130 678 134 159 584 1179 - - 944 - - Stage 1 456 464 - 460 467 - - - - - - - Stage 2 394 396 - 445 458 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 82 103 678 106 126 584 1179 - - 944 - - Mov Cap-2 Maneuver 82 103 - 106 126 - - - - - - - Stage 1 424 394 - 428 434 - - - - - - - Stage 2 314 368 - 356 389 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.8 73.5 0.9 2.6 HCM LOS B F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1179 - - 82 678 106 584 944 - - HCM Lane V/C Ratio 0.069 - - 0.053 0.056 0.872 0.143 0.152 - - HCM Control Delay (s) 8.3 - - 51.3 10.6 129.1 12.2 9.5 - - HCM Lane LOS A - - F B F B A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0.2 5.1 0.5 0.5 - - HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 03/26/2021 Total Future 2023 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 252 0 0 243 15 0 0 0 11 0 21 Future Vol, veh/h 27 252 0 0 243 15 0 0 0 11 0 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 274 0 0 264 16 0 0 0 12 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 280 0 0 274 0 0 616 612 274 604 604 272 Stage 1 - - - - - - 332 332 - 272 272 - Stage 2 - - - - - - 284 280 - 332 332 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1283 - - 1289 - - 403 408 765 410 412 767 Stage 1 - - - - - - 681 644 - 734 685 - Stage 2 - - - - - - 723 679 - 681 644 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1283 - - 1289 - - 384 399 765 403 403 767 Mov Cap-2 Maneuver - - - - - - 384 399 - 403 403 - Stage 1 - - - - - - 665 629 - 717 685 - Stage 2 - - - - - - 701 679 - 666 629 - Approach EB WB NB SB HCM Control Delay, s 0.8 0 0 11.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - - 1283 - - 1289 - - 403 767 HCM Lane V/C Ratio - - 0.023 - - - - - 0.03 0.03 HCM Control Delay (s) 0 0 7.9 - - 0 - - 14.2 9.8 HCM Lane LOS A A A - - A - - B A HCM 95th %tile Q(veh) - - 0.1 - - 0 - - 0.1 0.1 HCM 6th Roundabout 3: Greenfields Ct & Frontage Rd 03/26/2021 Total Future 2023 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 3 Intersection Intersection Delay, s/veh 3.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 50 97 251 124 Demand Flow Rate, veh/h 51 99 256 126 Vehicles Circulating, veh/h 212 216 14 104 Vehicles Exiting, veh/h 18 54 249 211 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.7 4.1 3.7 3.6 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.844 0.156 1.000 0.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway, s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow, veh/h 51 99 216 40 126 0 Cap Entry Lane, veh/h 1112 1107 1402 1402 1292 1292 Entry HV Adj Factor 0.975 0.977 0.981 0.975 0.980 1.000 Flow Entry, veh/h 50 97 212 39 124 0 Cap Entry, veh/h 1084 1082 1375 1367 1267 1292 V/C Ratio 0.046 0.089 0.154 0.029 0.098 0.000 Control Delay, s/veh 3.7 4.1 3.9 2.9 3.6 2.8 LOS A A A A A A 95th %tile Queue, veh 0 0 1 0 0 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 03/26/2021 Total Future 2023 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 83 0 0 0 138 52 0 0 31 0 Future Vol, veh/h 0 0 83 0 0 0 138 52 0 0 31 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 90 0 0 0 150 57 0 0 34 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 391 391 34 436 391 57 34 0 0 57 0 0 Stage 1 34 34 - 357 357 - - - - - - - Stage 2 357 357 - 79 34 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 568 545 1039 531 545 1009 1578 - - 1547 - - Stage 1 982 867 - 661 628 - - - - - - - Stage 2 661 628 - 930 867 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 527 493 1039 450 493 1009 1578 - - 1547 - - Mov Cap-2 Maneuver 527 493 - 450 493 - - - - - - - Stage 1 889 867 - 598 568 - - - - - - - Stage 2 598 568 - 849 867 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 0 5.5 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1578 - - - 1039 - - 1547 - - HCM Lane V/C Ratio 0.095 - - - 0.087 - - - - - HCM Control Delay (s) 7.5 - - 0 8.8 0 0 0 - - HCM Lane LOS A - - A A A A A - - HCM 95th %tile Q(veh) 0.3 - - - 0.3 - - 0 - - Queues 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2030 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 9 49 175 148 13 392 108 57 866 v/c Ratio 0.03 0.10 0.56 0.21 0.07 0.36 0.11 0.10 0.79 Control Delay 15.8 0.4 25.1 0.7 6.9 7.3 1.9 6.2 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.8 0.4 25.1 0.7 6.9 7.3 1.9 6.2 16.4 Queue Length 50th (ft) 2 0 49 0 1 52 0 6 171 Queue Length 95th (ft) 11 0 101 0 9 123 17 24 #471 Internal Link Dist (ft) 318 4184 1364 1093 Turn Bay Length (ft) 130 200 375 145 Base Capacity (vph) 436 648 477 840 210 1207 1064 611 1207 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.08 0.37 0.18 0.06 0.32 0.10 0.09 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2030 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 0 45 161 0 136 12 361 99 52 795 2 Future Volume (veh/h) 8 0 45 161 0 136 12 361 99 52 795 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 0 49 175 0 148 13 392 108 57 864 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 339 0 340 430 0 340 299 1064 902 581 1062 2 Arrive On Green 0.21 0.00 0.21 0.21 0.00 0.21 0.57 0.57 0.57 0.57 0.57 0.57 Sat Flow, veh/h 1240 0 1585 1356 0 1585 639 1870 1585 898 1865 4 Grp Volume(v), veh/h 9 0 49 175 0 148 13 392 108 57 0 866 Grp Sat Flow(s),veh/h/ln 1240 0 1585 1356 0 1585 639 1870 1585 898 0 1870 Q Serve(g_s), s 0.3 0.0 1.0 5.0 0.0 3.4 0.7 4.8 1.3 1.5 0.0 15.5 Cycle Q Clear(g_c), s 3.6 0.0 1.0 6.0 0.0 3.4 16.2 4.8 1.3 6.3 0.0 15.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 339 0 340 430 0 340 299 1064 902 581 0 1064 V/C Ratio(X) 0.03 0.00 0.14 0.41 0.00 0.43 0.04 0.37 0.12 0.10 0.00 0.81 Avail Cap(c_a), veh/h 608 0 685 725 0 685 442 1482 1256 782 0 1481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 13.2 15.7 0.0 14.2 13.7 4.9 4.1 6.6 0.0 7.2 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.6 0.0 0.9 0.1 0.2 0.1 0.1 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.3 1.4 0.0 1.1 0.1 1.1 0.3 0.2 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.8 0.0 13.4 16.3 0.0 15.0 13.8 5.1 4.2 6.7 0.0 9.7 LnGrp LOS B A B B A B B A A A A A Approach Vol, veh/h 58 323 513 923 Approach Delay, s/veh 13.8 15.7 5.1 9.5 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 28.2 13.4 28.2 13.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 18.2 5.6 17.5 8.0 Green Ext Time (p_c), s 2.5 0.1 6.2 1.0 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 04/01/2021 Total Future 2030 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 185 45 59 319 11 73 0 76 13 0 25 Future Vol, veh/h 15 185 45 59 319 11 73 0 76 13 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 201 49 64 347 12 79 0 83 14 0 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 359 0 0 250 0 0 753 745 226 780 763 353 Stage 1 - - - - - - 258 258 - 481 481 - Stage 2 - - - - - - 495 487 - 299 282 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1200 - - 1316 - - 326 342 813 313 334 691 Stage 1 - - - - - - 747 694 - 566 554 - Stage 2 - - - - - - 556 550 - 710 678 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1200 - - 1316 - - 299 321 813 268 314 691 Mov Cap-2 Maneuver - - - - - - 299 321 - 268 314 - Stage 1 - - - - - - 737 685 - 559 527 - Stage 2 - - - - - - 508 523 - 629 669 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.2 15.5 13.4 HCM LOS C B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 299 813 1200 - - 1316 - - 268 691 HCM Lane V/C Ratio 0.265 0.102 0.014 - - 0.049 - - 0.053 0.039 HCM Control Delay (s) 21.3 9.9 8 - - 7.9 - - 19.2 10.4 HCM Lane LOS C A A - - A - - C B HCM 95th %tile Q(veh) 1 0.3 0 - - 0.2 - - 0.2 0.1 HCM 6th Roundabout 3: Greenfields Ct & Frontage Rd 04/01/2021 Total Future 2030 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 248 86 685 597 Demand Flow Rate, veh/h 253 87 699 609 Vehicles Circulating, veh/h 639 709 55 274 Vehicles Exiting, veh/h 244 45 837 522 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.6 6.9 7.7 9.3 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.961 0.039 0.952 0.048 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway, s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow, veh/h 253 87 672 27 580 29 Cap Entry Lane, veh/h 719 670 1351 1351 1107 1107 Entry HV Adj Factor 0.979 0.986 0.980 0.963 0.981 0.966 Flow Entry, veh/h 248 86 659 26 569 28 Cap Entry, veh/h 704 660 1324 1301 1085 1069 V/C Ratio 0.352 0.130 0.497 0.020 0.524 0.026 Control Delay, s/veh 9.6 6.9 7.9 2.9 9.5 3.6 LOS A A A A A A 95th %tile Queue, veh 2 0 3 0 3 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 04/01/2021 Total Future 2030 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 0 146 40 0 17 63 108 18 4 218 20 Future Vol, veh/h 19 0 146 40 0 17 63 108 18 4 218 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 0 159 43 0 18 68 117 20 4 237 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 528 529 248 599 530 127 259 0 0 137 0 0 Stage 1 256 256 - 263 263 - - - - - - - Stage 2 272 273 - 336 267 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 461 455 791 413 455 923 1306 - - 1447 - - Stage 1 749 696 - 742 691 - - - - - - - Stage 2 734 684 - 678 688 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 433 430 791 316 430 923 1306 - - 1447 - - Mov Cap-2 Maneuver 433 430 - 316 430 - - - - - - - Stage 1 710 694 - 703 655 - - - - - - - Stage 2 682 648 - 540 686 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11 15.5 2.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1306 - - 433 791 316 923 1447 - - HCM Lane V/C Ratio 0.052 - - 0.048 0.201 0.138 0.02 0.003 - - HCM Control Delay (s) 7.9 - - 13.7 10.7 18.2 9 7.5 - - HCM Lane LOS A - - B B C A A - - HCM 95th %tile Q(veh) 0.2 - - 0.1 0.7 0.5 0.1 0 - - Queues 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2030 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 4 38 122 92 82 654 205 157 531 v/c Ratio 0.01 0.06 0.39 0.17 0.16 0.54 0.19 0.39 0.44 Control Delay 15.0 0.2 19.8 0.7 6.1 8.4 1.5 9.7 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 0.2 19.8 0.7 6.1 8.4 1.5 9.7 7.1 Queue Length 50th (ft) 1 0 22 0 8 85 0 18 62 Queue Length 95th (ft) 7 0 73 0 29 209 20 66 153 Internal Link Dist (ft) 318 4184 1364 1093 Turn Bay Length (ft) 130 200 375 145 Base Capacity (vph) 592 901 622 847 621 1477 1297 494 1468 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.04 0.20 0.11 0.13 0.44 0.16 0.32 0.36 Intersection Summary HCM 6th Signalized Intersection Summary 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2030 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 0 35 112 0 85 75 602 189 144 466 22 Future Volume (veh/h) 4 0 35 112 0 85 75 602 189 144 466 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 0 38 122 0 92 82 654 205 157 507 24 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 340 0 259 390 0 259 570 1111 941 436 1052 50 Arrive On Green 0.16 0.00 0.16 0.16 0.00 0.16 0.59 0.59 0.59 0.59 0.59 0.59 Sat Flow, veh/h 1304 0 1585 1370 0 1585 873 1870 1585 643 1771 84 Grp Volume(v), veh/h 4 0 38 122 0 92 82 654 205 157 0 531 Grp Sat Flow(s),veh/h/ln 1304 0 1585 1370 0 1585 873 1870 1585 643 0 1855 Q Serve(g_s), s 0.1 0.0 0.8 3.1 0.0 1.9 2.2 8.1 2.2 7.5 0.0 6.0 Cycle Q Clear(g_c), s 2.0 0.0 0.8 3.9 0.0 1.9 8.2 8.1 2.2 15.6 0.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 340 0 259 390 0 259 570 1111 941 436 0 1102 V/C Ratio(X) 0.01 0.00 0.15 0.31 0.00 0.36 0.14 0.59 0.22 0.36 0.00 0.48 Avail Cap(c_a), veh/h 761 0 770 831 0 770 829 1665 1411 626 0 1652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.7 0.0 13.3 14.9 0.0 13.8 6.6 4.7 3.5 9.6 0.0 4.3 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.5 0.0 0.8 0.1 0.5 0.1 0.5 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.2 0.8 0.0 0.6 0.3 1.5 0.3 0.8 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.7 0.0 13.5 15.4 0.0 14.6 6.7 5.2 3.6 10.1 0.0 4.6 LnGrp LOS B A B B A B A A A B A A Approach Vol, veh/h 42 214 941 688 Approach Delay, s/veh 13.7 15.1 5.0 5.9 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.5 10.6 26.5 10.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 10.2 4.0 17.6 5.9 Green Ext Time (p_c), s 6.0 0.1 4.4 0.7 Intersection Summary HCM 6th Ctrl Delay 6.6 HCM 6th LOS A HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 04/01/2021 Total Future 2030 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 286 83 86 274 15 65 0 76 11 0 21 Future Vol, veh/h 27 286 83 86 274 15 65 0 76 11 0 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 311 90 93 298 16 71 0 83 12 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 314 0 0 401 0 0 918 914 356 948 951 306 Stage 1 - - - - - - 414 414 - 492 492 - Stage 2 - - - - - - 504 500 - 456 459 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1246 - - 1158 - - 252 273 688 241 260 734 Stage 1 - - - - - - 616 593 - 558 548 - Stage 2 - - - - - - 550 543 - 584 566 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1246 - - 1158 - - 225 245 688 195 234 734 Mov Cap-2 Maneuver - - - - - - 225 245 - 195 234 - Stage 1 - - - - - - 602 579 - 545 504 - Stage 2 - - - - - - 490 500 - 502 553 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.9 18.9 15.1 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 225 688 1246 - - 1158 - - 195 734 HCM Lane V/C Ratio 0.314 0.12 0.024 - - 0.081 - - 0.061 0.031 HCM Control Delay (s) 28.2 10.9 8 - - 8.4 - - 24.7 10.1 HCM Lane LOS D B A - - A - - C B HCM 95th %tile Q(veh) 1.3 0.4 0.1 - - 0.3 - - 0.2 0.1 HCM 6th Roundabout 3: Greenfields Ct & Frontage Rd 04/01/2021 Total Future 2030 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh 27.5 Intersection LOS D Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 383 121 1251 890 Demand Flow Rate, veh/h 390 123 1277 908 Vehicles Circulating, veh/h 949 1285 84 387 Vehicles Exiting, veh/h 345 76 1255 1021 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 28.4 16.3 30.1 25.1 Approach LOS D C D D Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.969 0.031 0.952 0.048 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway, s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow, veh/h 390 123 1237 40 864 44 Cap Entry Lane, veh/h 524 372 1316 1316 999 999 Entry HV Adj Factor 0.981 0.982 0.980 0.975 0.981 0.977 Flow Entry, veh/h 383 121 1212 39 847 43 Cap Entry, veh/h 514 365 1289 1283 979 976 V/C Ratio 0.744 0.331 0.940 0.030 0.865 0.044 Control Delay, s/veh 28.4 16.3 31.0 3.0 26.2 4.1 LOS D C D A D A 95th %tile Queue, veh 6 1 17 0 11 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 04/01/2021 Total Future 2030 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 113 27 0 11 168 236 54 12 175 20 Future Vol, veh/h 21 0 113 27 0 11 168 236 54 12 175 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 0 123 29 0 12 183 257 59 13 190 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 886 909 201 942 891 287 212 0 0 316 0 0 Stage 1 227 227 - 653 653 - - - - - - - Stage 2 659 682 - 289 238 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 265 275 840 243 282 752 1358 - - 1244 - - Stage 1 776 716 - 456 464 - - - - - - - Stage 2 453 450 - 719 708 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 232 235 840 185 241 752 1358 - - 1244 - - Mov Cap-2 Maneuver 232 235 - 185 241 - - - - - - - Stage 1 671 709 - 394 401 - - - - - - - Stage 2 386 389 - 607 701 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 22.8 3 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1358 - - 232 840 185 752 1244 - - HCM Lane V/C Ratio 0.134 - - 0.098 0.146 0.159 0.016 0.01 - - HCM Control Delay (s) 8.1 - - 22.2 10 28.1 9.9 7.9 - - HCM Lane LOS A - - C B D A A - - HCM 95th %tile Q(veh) 0.5 - - 0.3 0.5 0.6 0 0 - - Timings 5: Greenfields Ct 10/13/2021 TF 2023 AM 4:13 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 42 1092 63 56 1902 46 80 7 153 12 Future Volume (vph) 42 1092 63 56 1902 46 80 7 153 12 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 19.0 75.8 75.8 10.2 67.0 67.0 34.0 34.0 34.0 34.0 Total Split (%) 15.8% 63.2% 63.2% 8.5% 55.8% 55.8% 28.3% 28.3% 28.3% 28.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 62.3 57.2 57.2 60.8 56.5 56.5 30.1 30.1 30.1 30.1 Actuated g/C Ratio 0.60 0.55 0.55 0.58 0.54 0.54 0.29 0.29 0.29 0.29 v/c Ratio 0.13 0.43 0.08 0.23 0.78 0.06 0.25 0.22 0.26 0.19 Control Delay 7.6 14.4 2.9 9.2 21.3 0.5 34.6 8.5 32.7 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.6 14.4 2.9 9.2 21.3 0.5 34.6 8.5 32.7 10.3 LOS A B A A C A C A C B Approach Delay 13.6 20.5 20.1 24.6 Approach LOS B C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 104.2 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 TF 2023 AM 4:13 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 47 1213 70 63 2137 52 94 117 180 101 v/c Ratio 0.13 0.43 0.08 0.23 0.78 0.06 0.25 0.22 0.26 0.19 Control Delay 7.6 14.4 2.9 9.2 21.3 0.5 34.6 8.5 32.7 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.6 14.4 2.9 9.2 21.3 0.5 34.6 8.5 32.7 10.3 Queue Length 50th (ft) 5 172 0 15 408 0 54 4 53 8 Queue Length 95th (ft) 11 206 19 30 468 3 95 42 80 44 Internal Link Dist (ft) 259 299 383 748 Turn Bay Length (ft) 160 270 540 220 190 300 Base Capacity (vph) 608 3548 1125 274 3110 1005 372 540 693 530 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.34 0.06 0.23 0.69 0.05 0.25 0.22 0.26 0.19 Intersection Summary HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 TF 2023 AM 4:13 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 1092 63 56 1902 46 80 7 93 153 12 74 Future Volume (veh/h) 42 1092 63 56 1902 46 80 7 93 153 12 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 1213 70 63 2137 0 94 8 109 180 14 0 Peak Hour Factor 0.90 0.90 0.90 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 343 2711 842 311 2735 475 32 438 732 549 Arrive On Green 0.04 0.53 0.53 0.04 0.54 0.00 0.29 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 1400 110 1492 2474 1870 0 Grp Volume(v), veh/h 47 1213 70 63 2137 0 94 0 117 180 14 0 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1585 1400 0 1602 1237 1870 0 Q Serve(g_s), s 0.6 14.7 2.2 1.6 33.6 0.0 5.1 0.0 5.6 6.0 0.5 0.0 Cycle Q Clear(g_c), s 0.6 14.7 2.2 1.6 33.6 0.0 5.7 0.0 5.6 11.6 0.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 0.00 Lane Grp Cap(c), veh/h 343 2711 842 311 2735 475 0 470 732 549 V/C Ratio(X) 0.14 0.45 0.08 0.20 0.78 0.20 0.00 0.25 0.25 0.03 Avail Cap(c_a), veh/h 716 3623 1125 338 3176 475 0 470 732 549 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 15.8 14.5 11.6 10.8 18.6 0.0 27.3 0.0 27.1 31.5 25.3 0.0 Incr Delay (d2), s/veh 0.2 0.1 0.0 0.3 1.1 0.0 0.9 0.0 1.3 0.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 5.1 0.7 0.6 11.8 0.0 1.9 0.0 2.3 1.9 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.0 14.6 11.6 11.1 19.8 0.0 28.2 0.0 28.3 32.3 25.3 0.0 LnGrp LOS B B B B B C A C C C Approach Vol, veh/h 1330 2200 A 211 194 A Approach Delay, s/veh 14.5 19.5 28.3 31.8 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 34.0 8.6 57.8 34.0 8.2 58.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 5.7 71.3 29.5 14.5 62.5 Max Q Clear Time (g_c+I1), s 7.7 3.6 16.7 13.6 2.6 35.6 Green Ext Time (p_c), s 0.9 0.0 10.9 0.6 0.1 18.3 Intersection Summary HCM 6th Ctrl Delay 18.9 HCM 6th LOS B Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Timings 5: Greenfields Ct 10/13/2021 TF 2023 PM 4:34 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 91 2083 83 96 1439 148 93 13 169 20 Future Volume (vph) 91 2083 83 96 1439 148 93 13 169 20 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 58.0 58.0 9.5 57.7 57.7 22.5 22.5 22.5 22.5 Total Split (%) 10.9% 64.4% 64.4% 10.6% 64.1% 64.1% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 54.0 50.0 50.0 53.6 49.8 49.8 18.3 18.3 18.3 18.3 Actuated g/C Ratio 0.64 0.59 0.59 0.63 0.59 0.59 0.22 0.22 0.22 0.22 v/c Ratio 0.22 0.75 0.09 0.54 0.52 0.16 0.39 0.26 0.35 0.27 Control Delay 5.5 15.0 2.1 20.0 11.3 1.8 36.3 10.8 32.7 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.5 15.0 2.1 20.0 11.3 1.8 36.3 10.8 32.7 11.9 LOS A B A B B A D B C B Approach Delay 14.1 10.9 23.3 24.9 Approach LOS B B C C Intersection Summary Cycle Length: 90 Actuated Cycle Length: 84.7 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 14.0 Intersection LOS: B Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 TF 2023 PM 4:34 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 99 2264 90 104 1564 161 106 110 190 114 v/c Ratio 0.22 0.75 0.09 0.54 0.52 0.16 0.39 0.26 0.35 0.27 Control Delay 5.5 15.0 2.1 20.0 11.3 1.8 36.3 10.8 32.7 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.5 15.0 2.1 20.0 11.3 1.8 36.3 10.8 32.7 11.9 Queue Length 50th (ft) 7 316 0 16 177 0 53 7 48 10 Queue Length 95th (ft) 14 376 18 #56 214 24 101 48 79 53 Internal Link Dist (ft) 259 299 383 748 Turn Bay Length (ft) 160 270 540 220 190 300 Base Capacity (vph) 455 3272 1050 191 3253 1070 274 425 536 426 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.69 0.09 0.54 0.48 0.15 0.39 0.26 0.35 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 TF 2023 PM 4:34 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 2083 83 96 1439 148 93 13 84 169 20 82 Future Volume (veh/h) 91 2083 83 96 1439 148 93 13 84 169 20 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 2264 90 104 1564 0 106 15 95 190 22 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 601 2918 906 217 2921 370 47 299 561 400 Arrive On Green 0.05 0.57 0.57 0.05 0.57 0.00 0.21 0.21 0.21 0.21 0.21 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 1390 221 1398 2489 1870 0 Grp Volume(v), veh/h 99 2264 90 104 1564 0 106 0 110 190 22 0 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1585 1390 0 1619 1245 1870 0 Q Serve(g_s), s 0.9 28.7 2.2 2.0 15.9 0.0 5.5 0.0 4.8 5.9 0.8 0.0 Cycle Q Clear(g_c), s 0.9 28.7 2.2 2.0 15.9 0.0 6.3 0.0 4.8 10.7 0.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.00 Lane Grp Cap(c), veh/h 601 2918 906 217 2921 370 0 346 561 400 V/C Ratio(X) 0.16 0.78 0.10 0.48 0.54 0.29 0.00 0.32 0.34 0.05 Avail Cap(c_a), veh/h 633 3247 1008 226 3229 370 0 346 561 400 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 7.9 13.9 8.2 16.7 11.1 0.0 28.8 0.0 27.9 32.4 26.3 0.0 Incr Delay (d2), s/veh 0.1 1.1 0.0 1.6 0.2 0.0 1.9 0.0 2.4 1.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 9.0 0.6 1.1 4.9 0.0 2.0 0.0 2.1 1.9 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.0 15.0 8.2 18.4 11.3 0.0 30.8 0.0 30.3 34.0 26.6 0.0 LnGrp LOS A B A B B C A C C C Approach Vol, veh/h 2453 1668 A 216 212 A Approach Delay, s/veh 14.5 11.7 30.5 33.3 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 9.1 52.6 22.5 9.0 52.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 53.5 18.0 5.3 53.2 Max Q Clear Time (g_c+I1), s 8.3 4.0 30.7 12.7 2.9 17.9 Green Ext Time (p_c), s 0.6 0.0 17.4 0.4 0.0 14.0 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Timings 5: Greenfields Ct 10/13/2021 TF 2030 AM 4:32 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 258 1238 63 56 2155 328 80 21 466 21 Future Volume (vph) 258 1238 63 56 2155 328 80 21 466 21 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 57.5 57.5 10.0 58.0 58.0 22.5 22.5 22.5 22.5 Total Split (%) 10.6% 63.9% 63.9% 11.1% 64.4% 64.4% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 59.0 55.0 55.0 59.0 53.5 53.5 18.0 18.0 18.0 18.0 Actuated g/C Ratio 0.66 0.61 0.61 0.66 0.59 0.59 0.20 0.20 0.20 0.20 v/c Ratio 0.82 0.44 0.07 0.23 0.80 0.34 1.15 0.32 1.22 0.83 Control Delay 34.5 10.3 2.2 6.3 16.8 1.8 181.8 11.5 152.5 43.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 10.3 2.2 6.3 16.8 1.8 181.8 11.5 152.5 43.4 LOS C B A A B A F B F D Approach Delay 14.0 14.6 81.7 111.5 Approach LOS B B F F Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.22 Intersection Signal Delay: 32.0 Intersection LOS: C Intersection Capacity Utilization 85.5% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 TF 2030 AM 4:32 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 287 1376 70 63 2421 369 94 134 548 330 v/c Ratio 0.82 0.44 0.07 0.23 0.80 0.34 1.15 0.32 1.22 0.83 Control Delay 34.5 10.3 2.2 6.3 16.8 1.8 181.8 11.5 152.5 43.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 10.3 2.2 6.3 16.8 1.8 181.8 11.5 152.5 43.4 Queue Length 50th (ft) 34 149 0 10 358 0 ~63 12 ~199 130 Queue Length 95th (ft) #101 181 15 21 416 32 #149 52 #276 #242 Internal Link Dist (ft) 259 299 383 748 Turn Bay Length (ft) 160 270 540 220 190 300 Base Capacity (vph) 349 3107 996 279 3022 1090 82 414 448 398 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.44 0.07 0.23 0.80 0.34 1.15 0.32 1.22 0.83 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 TF 2030 AM 4:32 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 1238 63 56 2155 328 80 21 93 466 21 259 Future Volume (veh/h) 258 1238 63 56 2155 328 80 21 93 466 21 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 287 1376 70 63 2421 0 94 25 109 548 25 0 Peak Hour Factor 0.90 0.90 0.90 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 420 3021 938 326 2957 356 63 275 499 388 Arrive On Green 0.06 0.59 0.59 0.05 0.58 0.00 0.21 0.21 0.21 0.21 0.21 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 1386 304 1327 2436 1870 0 Grp Volume(v), veh/h 287 1376 70 63 2421 0 94 0 134 548 25 0 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1585 1386 0 1631 1218 1870 0 Q Serve(g_s), s 2.9 13.1 1.6 1.2 32.9 0.0 5.1 0.0 6.1 11.9 0.9 0.0 Cycle Q Clear(g_c), s 2.9 13.1 1.6 1.2 32.9 0.0 6.0 0.0 6.1 18.0 0.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.81 1.00 0.00 Lane Grp Cap(c), veh/h 420 3021 938 326 2957 356 0 339 499 388 V/C Ratio(X) 0.68 0.46 0.07 0.19 0.82 0.26 0.00 0.40 1.10 0.06 Avail Cap(c_a), veh/h 420 3121 969 359 3150 356 0 339 499 388 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.1 9.9 7.6 7.3 14.6 0.0 30.0 0.0 29.7 39.4 27.6 0.0 Incr Delay (d2), s/veh 4.5 0.1 0.0 0.3 1.7 0.0 1.8 0.0 3.4 69.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.0 0.5 0.4 10.5 0.0 1.9 0.0 2.7 10.1 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.6 10.0 7.6 7.6 16.3 0.0 31.8 0.0 33.1 109.2 27.9 0.0 LnGrp LOS C B A A B C A C F C Approach Vol, veh/h 1733 2484 A 228 573 A Approach Delay, s/veh 12.2 16.1 32.6 105.6 Approach LOS B B C F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 8.4 55.8 22.5 9.5 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.5 53.0 18.0 5.0 53.5 Max Q Clear Time (g_c+I1), s 8.1 3.2 15.1 20.0 4.9 34.9 Green Ext Time (p_c), s 0.7 0.0 12.3 0.0 0.0 15.3 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Timings 5: Greenfields Ct 10/13/2021 TF 2030 PM 4:35 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 487 2288 83 96 1559 633 93 35 633 45 Future Volume (vph) 487 2288 83 96 1559 633 93 35 633 45 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.8 58.0 58.0 9.5 57.7 57.7 22.5 22.5 22.5 22.5 Total Split (%) 10.9% 64.4% 64.4% 10.6% 64.1% 64.1% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 55.9 51.9 51.9 54.3 49.3 49.3 18.2 18.2 18.2 18.2 Actuated g/C Ratio 0.65 0.60 0.60 0.63 0.57 0.57 0.21 0.21 0.21 0.21 v/c Ratio 1.32 0.81 0.09 0.56 0.58 0.58 1.23 0.32 1.49 1.43 Control Delay 178.1 16.7 2.1 21.1 12.7 3.1 206.9 13.7 259.2 230.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 178.1 16.7 2.1 21.1 12.7 3.1 206.9 13.7 259.2 230.0 LOS F B A C B A F B F F Approach Delay 43.8 10.4 98.7 245.7 Approach LOS D B F F Intersection Summary Cycle Length: 90 Actuated Cycle Length: 86.4 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.49 Intersection Signal Delay: 71.3 Intersection LOS: E Intersection Capacity Utilization 102.8% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 TF 2030 PM 4:35 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 529 2487 90 104 1695 688 106 135 711 609 v/c Ratio 1.32 0.81 0.09 0.56 0.58 0.58 1.23 0.32 1.49 1.43 Control Delay 178.1 16.7 2.1 21.1 12.7 3.1 206.9 13.7 259.2 230.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 178.1 16.7 2.1 21.1 12.7 3.1 206.9 13.7 259.2 230.0 Queue Length 50th (ft) ~143 378 0 16 199 5 ~77 19 ~297 ~430 Queue Length 95th (ft) #245 448 18 #58 239 50 #174 65 #401 #628 Internal Link Dist (ft) 259 299 383 748 Turn Bay Length (ft) 160 270 540 220 190 300 Base Capacity (vph) 402 3174 1022 187 3156 1233 86 425 478 427 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.32 0.78 0.09 0.56 0.54 0.56 1.23 0.32 1.49 1.43 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 TF 2030 PM 4:35 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 487 2288 83 96 1559 633 93 35 84 633 45 497 Future Volume (veh/h) 487 2288 83 96 1559 633 93 35 84 633 45 497 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 529 2487 90 104 1695 0 106 40 95 711 51 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 2990 928 200 2949 332 102 241 497 387 Arrive On Green 0.06 0.59 0.59 0.05 0.58 0.00 0.21 0.21 0.21 0.21 0.21 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 1354 492 1168 2434 1870 0 Grp Volume(v), veh/h 529 2487 90 104 1695 0 106 0 135 711 51 0 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1585 1354 0 1660 1217 1870 0 Q Serve(g_s), s 5.3 34.3 2.2 2.0 18.3 0.0 6.0 0.0 6.1 11.9 1.9 0.0 Cycle Q Clear(g_c), s 5.3 34.3 2.2 2.0 18.3 0.0 8.0 0.0 6.1 18.0 1.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.70 1.00 0.00 Lane Grp Cap(c), veh/h 582 2990 928 200 2949 332 0 343 497 387 V/C Ratio(X) 0.91 0.83 0.10 0.52 0.57 0.32 0.00 0.39 1.43 0.13 Avail Cap(c_a), veh/h 582 3136 974 208 3119 332 0 343 497 387 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.2 14.6 7.9 19.0 11.6 0.0 31.4 0.0 29.8 39.6 28.2 0.0 Incr Delay (d2), s/veh 18.2 2.0 0.0 2.1 0.2 0.0 2.5 0.0 3.4 204.7 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 11.0 0.6 1.2 5.7 0.0 2.2 0.0 2.8 19.4 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.5 16.5 8.0 21.1 11.9 0.0 33.9 0.0 33.2 244.3 28.9 0.0 LnGrp LOS C B A C B C A C F C Approach Vol, veh/h 3106 1799 A 241 762 A Approach Delay, s/veh 19.3 12.4 33.5 229.9 Approach LOS B B C F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 9.1 55.5 22.5 9.8 54.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 53.5 18.0 5.3 53.2 Max Q Clear Time (g_c+I1), s 10.0 4.0 36.3 20.0 7.3 20.3 Green Ext Time (p_c), s 0.7 0.0 14.7 0.0 0.0 15.3 Intersection Summary HCM 6th Ctrl Delay 45.0 HCM 6th LOS D Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. APPENDIX J – 2040 Long Range Synchro Outputs Queues 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2040 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 9 49 175 148 13 461 108 57 1036 v/c Ratio 0.03 0.12 0.60 0.23 0.10 0.40 0.10 0.11 0.89 Control Delay 15.8 2.2 28.0 0.9 8.2 7.5 1.8 6.2 23.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.8 2.2 28.0 0.9 8.2 7.5 1.8 6.2 23.7 Queue Length 50th (ft) 2 0 50 0 1 64 0 6 246 Queue Length 95th (ft) 11 9 101 0 10 150 17 24 #614 Internal Link Dist (ft) 318 4184 1364 1093 Turn Bay Length (ft) 130 200 375 145 Base Capacity (vph) 389 560 426 751 129 1164 1029 533 1164 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.09 0.41 0.20 0.10 0.40 0.10 0.11 0.89 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2040 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 0 45 161 0 136 12 424 99 52 951 2 Future Volume (veh/h) 8 0 45 161 0 136 12 424 99 52 951 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 0 49 175 0 148 13 461 108 57 1034 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 298 0 325 389 0 325 217 1146 972 555 1144 2 Arrive On Green 0.21 0.00 0.21 0.21 0.00 0.21 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 1240 0 1585 1356 0 1585 545 1870 1585 843 1866 4 Grp Volume(v), veh/h 9 0 49 175 0 148 13 461 108 57 0 1036 Grp Sat Flow(s),veh/h/ln 1240 0 1585 1356 0 1585 545 1870 1585 843 0 1870 Q Serve(g_s), s 0.3 0.0 1.3 6.0 0.0 4.1 1.1 6.3 1.4 1.8 0.0 23.8 Cycle Q Clear(g_c), s 4.4 0.0 1.3 7.3 0.0 4.1 24.8 6.3 1.4 8.1 0.0 23.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 298 0 325 389 0 325 217 1146 972 555 0 1146 V/C Ratio(X) 0.03 0.00 0.15 0.45 0.00 0.46 0.06 0.40 0.11 0.10 0.00 0.90 Avail Cap(c_a), veh/h 495 0 577 605 0 577 247 1248 1057 601 0 1247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.2 0.0 16.1 19.1 0.0 17.2 19.1 4.9 4.0 7.0 0.0 8.3 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.8 0.0 1.0 0.1 0.2 0.1 0.1 0.0 9.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.4 1.8 0.0 1.4 0.1 1.6 0.3 0.3 0.0 8.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 0.0 16.3 19.9 0.0 18.2 19.2 5.1 4.0 7.1 0.0 17.3 LnGrp LOS B A B B A B B A A A A B Approach Vol, veh/h 58 323 582 1093 Approach Delay, s/veh 16.8 19.1 5.3 16.8 Approach LOS B B A B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 34.8 14.6 34.8 14.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 26.8 6.4 25.8 9.3 Green Ext Time (p_c), s 1.8 0.1 4.5 0.9 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 04/01/2021 Total Future 2040 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 218 45 59 387 11 73 0 76 13 0 25 Future Vol, veh/h 15 218 45 59 387 11 73 0 76 13 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 237 49 64 421 12 79 0 83 14 0 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 433 0 0 286 0 0 863 855 262 890 873 427 Stage 1 - - - - - - 294 294 - 555 555 - Stage 2 - - - - - - 569 561 - 335 318 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1127 - - 1276 - - 275 296 777 264 289 628 Stage 1 - - - - - - 714 670 - 516 513 - Stage 2 - - - - - - 507 510 - 679 654 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1127 - - 1276 - - 250 277 777 224 271 628 Mov Cap-2 Maneuver - - - - - - 250 277 - 224 271 - Stage 1 - - - - - - 704 661 - 509 487 - Stage 2 - - - - - - 461 485 - 598 645 - Approach EB WB NB SB HCM Control Delay, s 0.4 1 17.9 14.8 HCM LOS C B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 250 777 1127 - - 1276 - - 224 628 HCM Lane V/C Ratio 0.317 0.106 0.014 - - 0.05 - - 0.063 0.043 HCM Control Delay (s) 26 10.2 8.2 - - 8 - - 22.2 11 HCM Lane LOS D B A - - A - - C B HCM 95th %tile Q(veh) 1.3 0.4 0 - - 0.2 - - 0.2 0.1 HCM 6th Roundabout 3: Greenfields Ct & Frontage Rd 04/01/2021 Total Future 2040 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 248 86 685 597 Demand Flow Rate, veh/h 253 87 699 609 Vehicles Circulating, veh/h 639 709 55 274 Vehicles Exiting, veh/h 244 45 837 522 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.6 6.9 7.7 9.3 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.961 0.039 0.952 0.048 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway, s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow, veh/h 253 87 672 27 580 29 Cap Entry Lane, veh/h 719 670 1351 1351 1107 1107 Entry HV Adj Factor 0.979 0.986 0.980 0.963 0.981 0.966 Flow Entry, veh/h 248 86 659 26 569 28 Cap Entry, veh/h 704 660 1324 1301 1085 1069 V/C Ratio 0.352 0.130 0.497 0.020 0.524 0.026 Control Delay, s/veh 9.6 6.9 7.9 2.9 9.5 3.6 LOS A A A A A A 95th %tile Queue, veh 2 0 3 0 3 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 04/01/2021 Total Future 2040 AM 12:24 pm 03/16/2021 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 0 146 40 0 17 63 108 18 4 218 20 Future Vol, veh/h 19 0 146 40 0 17 63 108 18 4 218 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 0 159 43 0 18 68 117 20 4 237 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 528 529 248 599 530 127 259 0 0 137 0 0 Stage 1 256 256 - 263 263 - - - - - - - Stage 2 272 273 - 336 267 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 461 455 791 413 455 923 1306 - - 1447 - - Stage 1 749 696 - 742 691 - - - - - - - Stage 2 734 684 - 678 688 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 433 430 791 316 430 923 1306 - - 1447 - - Mov Cap-2 Maneuver 433 430 - 316 430 - - - - - - - Stage 1 710 694 - 703 655 - - - - - - - Stage 2 682 648 - 540 686 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11 15.5 2.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1306 - - 433 791 316 923 1447 - - HCM Lane V/C Ratio 0.052 - - 0.048 0.201 0.138 0.02 0.003 - - HCM Control Delay (s) 7.9 - - 13.7 10.7 18.2 9 7.5 - - HCM Lane LOS A - - B B C A A - - HCM 95th %tile Q(veh) 0.2 - - 0.1 0.7 0.5 0.1 0 - - Queues 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2040 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 4 38 122 92 82 776 205 157 620 v/c Ratio 0.02 0.07 0.44 0.20 0.17 0.60 0.18 0.45 0.48 Control Delay 16.2 0.3 23.4 1.6 6.0 9.1 1.4 11.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 0.3 23.4 1.6 6.0 9.1 1.4 11.7 7.3 Queue Length 50th (ft) 1 0 34 0 8 119 0 20 82 Queue Length 95th (ft) 7 0 73 6 30 280 20 82 191 Internal Link Dist (ft) 318 4184 1364 1093 Turn Bay Length (ft) 130 200 375 145 Base Capacity (vph) 508 782 534 724 488 1323 1183 361 1317 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.05 0.23 0.13 0.17 0.59 0.17 0.43 0.47 Intersection Summary HCM 6th Signalized Intersection Summary 1: Timberline Rd & Sykes Dr 04/01/2021 Total Future 2040 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 0 35 112 0 85 75 714 189 144 548 22 Future Volume (veh/h) 4 0 35 112 0 85 75 714 189 144 548 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 0 38 122 0 92 82 776 205 157 596 24 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 305 0 251 355 0 251 528 1185 1004 381 1131 46 Arrive On Green 0.16 0.00 0.16 0.16 0.00 0.16 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1304 0 1585 1370 0 1585 804 1870 1585 574 1786 72 Grp Volume(v), veh/h 4 0 38 122 0 92 82 776 205 157 0 620 Grp Sat Flow(s),veh/h/ln 1304 0 1585 1370 0 1585 804 1870 1585 574 0 1857 Q Serve(g_s), s 0.1 0.0 0.9 3.6 0.0 2.2 2.7 11.2 2.4 10.2 0.0 7.9 Cycle Q Clear(g_c), s 2.4 0.0 0.9 4.5 0.0 2.2 10.6 11.2 2.4 21.4 0.0 7.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 305 0 251 355 0 251 528 1185 1004 381 0 1177 V/C Ratio(X) 0.01 0.00 0.15 0.34 0.00 0.37 0.16 0.65 0.20 0.41 0.00 0.53 Avail Cap(c_a), veh/h 642 0 660 708 0 660 632 1427 1209 455 0 1417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.3 0.0 15.7 17.7 0.0 16.3 7.3 5.0 3.3 11.7 0.0 4.4 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.6 0.0 0.9 0.1 0.8 0.1 0.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 1.1 0.0 0.8 0.4 2.3 0.4 1.1 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.3 0.0 16.0 18.2 0.0 17.2 7.4 5.8 3.4 12.4 0.0 4.7 LnGrp LOS B A B B A B A A A B A A Approach Vol, veh/h 42 214 1063 777 Approach Delay, s/veh 16.1 17.8 5.5 6.3 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 31.9 11.3 31.9 11.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.0 18.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 13.2 4.4 23.4 6.5 Green Ext Time (p_c), s 7.0 0.1 4.0 0.6 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A HCM 6th TWSC 2: Greenfields Ct/Greenfields Dr & Vine Dr 04/01/2021 Total Future 2040 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 344 83 86 326 15 65 0 76 11 0 21 Future Vol, veh/h 27 344 83 86 326 15 65 0 76 11 0 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 300 - - 250 - - 100 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 374 90 93 354 16 71 0 83 12 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 370 0 0 464 0 0 1037 1033 419 1067 1070 362 Stage 1 - - - - - - 477 477 - 548 548 - Stage 2 - - - - - - 560 556 - 519 522 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1189 - - 1097 - - 209 232 634 200 221 683 Stage 1 - - - - - - 569 556 - 521 517 - Stage 2 - - - - - - 513 513 - 540 531 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1189 - - 1097 - - 185 207 634 160 197 683 Mov Cap-2 Maneuver - - - - - - 185 207 - 160 197 - Stage 1 - - - - - - 555 543 - 508 473 - Stage 2 - - - - - - 454 469 - 458 518 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.7 22.8 17 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 185 634 1189 - - 1097 - - 160 683 HCM Lane V/C Ratio 0.382 0.13 0.025 - - 0.085 - - 0.075 0.033 HCM Control Delay (s) 36 11.5 8.1 - - 8.6 - - 29.3 10.5 HCM Lane LOS E B A - - A - - D B HCM 95th %tile Q(veh) 1.7 0.4 0.1 - - 0.3 - - 0.2 0.1 HCM 6th Roundabout 3: Greenfields Ct & Frontage Rd 04/01/2021 Total Future 2040 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh 27.5 Intersection LOS D Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 383 121 1251 890 Demand Flow Rate, veh/h 390 123 1277 908 Vehicles Circulating, veh/h 949 1285 84 387 Vehicles Exiting, veh/h 345 76 1255 1021 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 28.4 16.3 30.1 25.1 Approach LOS D C D D Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.969 0.031 0.952 0.048 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway, s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow, veh/h 390 123 1237 40 864 44 Cap Entry Lane, veh/h 524 372 1316 1316 999 999 Entry HV Adj Factor 0.981 0.982 0.980 0.975 0.981 0.977 Flow Entry, veh/h 383 121 1212 39 847 43 Cap Entry, veh/h 514 365 1289 1283 979 976 V/C Ratio 0.744 0.331 0.940 0.030 0.865 0.044 Control Delay, s/veh 28.4 16.3 31.0 3.0 26.2 4.1 LOS D C D A D A 95th %tile Queue, veh 6 1 17 0 11 0 HCM 6th TWSC 4: Greenfields Ct & International Dr 04/01/2021 Total Future 2040 PM 12:24 pm 03/16/2021 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 113 27 0 11 168 236 54 12 175 20 Future Vol, veh/h 21 0 113 27 0 11 168 236 54 12 175 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 23 0 123 29 0 12 183 257 59 13 190 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 886 909 201 942 891 287 212 0 0 316 0 0 Stage 1 227 227 - 653 653 - - - - - - - Stage 2 659 682 - 289 238 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 265 275 840 243 282 752 1358 - - 1244 - - Stage 1 776 716 - 456 464 - - - - - - - Stage 2 453 450 - 719 708 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 232 235 840 185 241 752 1358 - - 1244 - - Mov Cap-2 Maneuver 232 235 - 185 241 - - - - - - - Stage 1 671 709 - 394 401 - - - - - - - Stage 2 386 389 - 607 701 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 22.8 3 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1358 - - 232 840 185 752 1244 - - HCM Lane V/C Ratio 0.134 - - 0.098 0.146 0.159 0.016 0.01 - - HCM Control Delay (s) 8.1 - - 22.2 10 28.1 9.9 7.9 - - HCM Lane LOS A - - C B D A A - - HCM 95th %tile Q(veh) 0.5 - - 0.3 0.5 0.6 0 0 - - Timings 5: Greenfields Ct 10/13/2021 TF 2040 AM 4:33 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 229 1479 63 56 2575 328 80 21 443 17 Future Volume (vph) 229 1479 63 56 2575 328 80 21 443 17 Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 7 4 4 3 8 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 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 57.5 57.5 10.0 58.0 58.0 22.5 22.5 22.5 22.5 Total Split (%) 10.6% 63.9% 63.9% 11.1% 64.4% 64.4% 25.0% 25.0% 25.0% 25.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Max Max Max Max Act Effct Green (s) 59.0 55.0 55.0 59.0 53.5 53.5 18.0 18.0 18.0 18.0 Actuated g/C Ratio 0.66 0.61 0.61 0.66 0.59 0.59 0.20 0.20 0.20 0.20 v/c Ratio 0.73 0.53 0.07 0.28 0.96 0.34 0.98 0.32 1.16 0.75 Control Delay 25.1 11.3 2.2 7.5 27.0 2.3 127.1 11.5 129.9 36.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 11.3 2.2 7.5 27.0 2.3 127.1 11.5 129.9 36.4 LOS C B A A C A F B F D Approach Delay 12.7 23.9 59.2 95.9 Approach LOS B C E F Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.16 Intersection Signal Delay: 31.0 Intersection LOS: C Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 TF 2040 AM 4:33 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 254 1643 70 63 2893 369 94 134 521 298 v/c Ratio 0.73 0.53 0.07 0.28 0.96 0.34 0.98 0.32 1.16 0.75 Control Delay 25.1 11.3 2.2 7.5 27.0 2.3 127.1 11.5 129.9 36.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 11.3 2.2 7.5 27.0 2.3 127.1 11.5 129.9 36.4 Queue Length 50th (ft) 22 191 0 10 521 7 54 12 ~182 110 Queue Length 95th (ft) #76 231 15 21 #629 40 #141 52 #258 #194 Internal Link Dist (ft) 259 299 383 748 Turn Bay Length (ft) 160 270 540 220 190 300 Base Capacity (vph) 349 3107 996 225 3022 1077 96 414 448 396 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.53 0.07 0.28 0.96 0.34 0.98 0.32 1.16 0.75 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 TF 2040 AM 4:33 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 229 1479 63 56 2575 328 80 21 93 443 17 236 Future Volume (veh/h) 229 1479 63 56 2575 328 80 21 93 443 17 236 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 254 1643 70 63 2893 0 94 25 109 521 20 0 Peak Hour Factor 0.90 0.90 0.90 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 363 3091 960 278 3033 347 61 266 474 375 Arrive On Green 0.06 0.61 0.61 0.04 0.59 0.00 0.20 0.20 0.20 0.20 0.20 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 1392 304 1327 2436 1870 0 Grp Volume(v), veh/h 254 1643 70 63 2893 0 94 0 134 521 20 0 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1585 1392 0 1631 1218 1870 0 Q Serve(g_s), s 2.5 16.8 1.6 1.2 47.7 0.0 5.3 0.0 6.4 11.6 0.8 0.0 Cycle Q Clear(g_c), s 2.5 16.8 1.6 1.2 47.7 0.0 6.0 0.0 6.4 18.0 0.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.81 1.00 0.00 Lane Grp Cap(c), veh/h 363 3091 960 278 3033 347 0 327 474 375 V/C Ratio(X) 0.70 0.53 0.07 0.23 0.95 0.27 0.00 0.41 1.10 0.05 Avail Cap(c_a), veh/h 363 3091 960 308 3039 347 0 327 474 375 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.7 10.3 7.3 7.9 17.1 0.0 31.5 0.0 31.3 41.1 29.1 0.0 Incr Delay (d2), s/veh 5.9 0.2 0.0 0.4 8.1 0.0 1.9 0.0 3.8 71.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.1 0.5 0.4 16.9 0.0 1.9 0.0 2.9 9.9 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.5 10.5 7.4 8.3 25.2 0.0 33.4 0.0 35.1 112.4 29.3 0.0 LnGrp LOS C B A A C C A D F C Approach Vol, veh/h 1967 2956 A 228 541 A Approach Delay, s/veh 12.6 24.9 34.4 109.3 Approach LOS B C C F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 8.5 58.9 22.5 9.5 57.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.5 53.0 18.0 5.0 53.5 Max Q Clear Time (g_c+I1), s 8.4 3.2 18.8 20.0 4.5 49.7 Green Ext Time (p_c), s 0.7 0.0 15.3 0.0 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 29.0 HCM 6th LOS C Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Timings 5: Greenfields Ct 10/13/2021 TF 2040 PM 4:36 pm 08/27/2021 Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 443 2749 83 96 1877 633 93 35 593 39 Future Volume (vph) 443 2749 83 96 1877 633 93 35 593 39 Turn Type Prot NA Perm pm+pt NA Perm pm+pt NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 8 2 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 26.6 85.0 85.0 9.8 68.2 68.2 10.7 23.4 31.8 44.5 Total Split (%) 17.7% 56.7% 56.7% 6.5% 45.5% 45.5% 7.1% 15.6% 21.2% 29.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 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 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Max None Max Act Effct Green (s) 22.1 80.5 80.5 69.0 63.7 63.7 25.1 18.9 27.3 40.0 Actuated g/C Ratio 0.15 0.54 0.54 0.46 0.42 0.42 0.17 0.13 0.18 0.27 v/c Ratio 0.95 1.10 0.10 0.93 0.94 0.77 0.87 0.52 1.07 0.98 Control Delay 93.0 83.1 1.9 98.2 51.7 22.6 94.3 42.9 112.2 65.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.0 83.1 1.9 98.2 51.7 22.6 94.3 42.9 112.2 65.7 LOS F F A F D C F D F E Approach Delay 82.4 46.3 65.5 90.4 Approach LOS F D E F Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 70.2 Intersection LOS: E Intersection Capacity Utilization 110.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 5: Greenfields Ct Queues 5: Greenfields Ct 10/13/2021 TF 2040 PM 4:36 pm 08/27/2021 Synchro 11 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 482 2988 90 104 2040 688 106 135 666 587 v/c Ratio 0.95 1.10 0.10 0.93 0.94 0.77 0.87 0.52 1.07 0.98 Control Delay 93.0 83.1 1.9 98.2 51.7 22.6 94.3 42.9 112.2 65.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.0 83.1 1.9 98.2 51.7 22.6 94.3 42.9 112.2 65.7 Queue Length 50th (ft) 244 ~1206 0 51 696 279 73 71 ~369 391 Queue Length 95th (ft) #355 #1279 18 #175 #773 461 #160 141 #486 #632 Internal Link Dist (ft) 259 299 383 748 Turn Bay Length (ft) 160 270 540 220 190 300 Base Capacity (vph) 505 2728 900 112 2159 889 122 259 624 597 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 1.10 0.10 0.93 0.94 0.77 0.87 0.52 1.07 0.98 Intersection Summary ~ 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. HCM 6th Signalized Intersection Summary 5: Greenfields Ct 10/13/2021 TF 2040 PM 4:36 pm 08/27/2021 Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 443 2749 83 96 1877 633 93 35 84 593 39 483 Future Volume (veh/h) 443 2749 83 96 1877 633 93 35 84 593 39 483 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 482 2988 90 104 2040 0 106 40 95 666 44 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 509 2740 851 111 2168 293 62 147 629 499 Arrive On Green 0.15 0.54 0.54 0.04 0.42 0.00 0.04 0.13 0.13 0.18 0.27 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 1781 492 1168 3456 1870 0 Grp Volume(v), veh/h 482 2988 90 104 2040 0 106 0 135 666 44 0 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1585 1781 0 1660 1728 1870 0 Q Serve(g_s), s 20.7 80.5 4.2 5.0 57.4 0.0 6.2 0.0 11.6 27.3 2.7 0.0 Cycle Q Clear(g_c), s 20.7 80.5 4.2 5.0 57.4 0.0 6.2 0.0 11.6 27.3 2.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.70 1.00 0.00 Lane Grp Cap(c), veh/h 509 2740 851 111 2168 293 0 209 629 499 V/C Ratio(X) 0.95 1.09 0.11 0.94 0.94 0.36 0.00 0.65 1.06 0.09 Avail Cap(c_a), veh/h 509 2740 851 111 2168 293 0 209 629 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 63.4 34.8 17.1 36.8 41.3 0.0 55.3 0.0 62.4 61.3 41.3 0.0 Incr Delay (d2), s/veh 27.0 47.5 0.1 65.7 9.0 0.0 0.7 0.0 14.4 52.5 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.9 43.1 1.5 4.1 24.9 0.0 3.7 0.0 5.8 16.6 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 90.4 82.2 17.1 102.5 50.3 0.0 56.1 0.0 76.7 113.8 41.7 0.0 LnGrp LOS F F B F D E A E F D Approach Vol, veh/h 3560 2144 A 241 710 A Approach Delay, s/veh 81.7 52.8 67.7 109.4 Approach LOS F D E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.8 23.4 9.8 85.0 10.7 44.5 26.6 68.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.3 18.9 5.3 80.5 6.2 40.0 22.1 63.7 Max Q Clear Time (g_c+I1), s 29.3 13.6 7.0 82.5 8.2 4.7 22.7 59.4 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.2 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 74.8 HCM 6th LOS E Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. APPENDIX K – Access Management Worksheets Warrants Summary Report 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 1 Hours met (8 required) Condition A and B Met?No 1 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 1 Hours met (4 required) Warrant 3, Peak Hour No Condition A Met?No 0 Hours met (1 required) Condition B Met?No 0 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 4/6/2021Federal 2003 Total Future 2023 AM 1 Warrants Summary Report 1: Timberline Rd & Sykes Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 1 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network No 2 4/6/2021Federal 2003 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 No Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) No 0 Hours met (1 required) Not Met Not Met Met No 1 4/6/2021Federal 2003 Total Future 2023 AM 1 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 1,012 244 2 4/6/2021Federal 2003 Warrants Summary Report 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 1 Hours met (8 required) Condition A and B Met?No 1 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 1 Hours met (4 required) Warrant 3, Peak Hour No Condition A Met?No 0 Hours met (1 required) Condition B Met?No 0 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 4/6/2021Federal 2003 Total Future 2023 PM 1 Warrants Summary Report 1: Timberline Rd & Sykes Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 1 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network No 2 4/6/2021Federal 2003 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 No Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) No 0 Hours met (1 required) Not Met Not Met Met No 1 4/6/2021Federal 2003 Total Future 2023 PM 1 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 1,136 160 2 4/6/2021Federal 2003 Warrants Summary Report 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 1 Hours met (8 required) Condition A and B Met?No 1 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 1 Hours met (4 required) Warrant 3, Peak Hour Yes Condition A Met?No 0 Hours met (1 required) Condition B Met?Yes 1 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 4/6/2021Federal 2003 Warrant Sensitivity Scenario 1 Warrants Summary Report 1: Timberline Rd & Sykes Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 1 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network Yes 2 4/6/2021Federal 2003 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Yes Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) Yes 1 Hours met (1 required) Not Met Not Met Met No 1 4/6/2021Federal 2003 Warrant Sensitivity Scenario 1 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 1,048 356 2 4/6/2021Federal 2003 Warrants Summary Report 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 1 Hours met (8 required) Condition A and B Met?No 1 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 1 Hours met (4 required) Warrant 3, Peak Hour Yes Condition A Met?No 0 Hours met (1 required) Condition B Met?Yes 1 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 4/6/2021Federal 2003 Total Future 2030 AM 1 Warrants Summary Report 1: Timberline Rd & Sykes Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 1 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network Yes 2 4/6/2021Federal 2003 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Yes Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) Yes 1 Hours met (1 required) Not Met Not Met Met No 1 4/6/2021Federal 2003 Total Future 2030 AM 1 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 1,312 296 2 4/6/2021Federal 2003 Warrants Summary Report 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 1 Hours met (8 required) Condition A and B Met?No 1 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 1 Hours met (4 required) Warrant 3, Peak Hour No Condition A Met?No 0 Hours met (1 required) Condition B Met?No 0 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 4/6/2021Federal 2003 Total Future 2030 PM 1 Warrants Summary Report 1: Timberline Rd & Sykes Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 1 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network No 2 4/6/2021Federal 2003 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Timberline Rd NB/SB 2 30 Sykes Dr EB/WB 2 30 No Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) No 0 Hours met (1 required) Not Met Not Met Met No 1 4/6/2021Federal 2003 Total Future 2030 PM 1 Warrant 3: Peak Hour 1: Timberline Rd & Sykes Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 1,488 196 2 4/6/2021Federal 2003 Warrants Summary Report 4: Greenfield Dr & International Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Greenfield Dr NB/SB 2 30 International Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 0 Hours met (8 required) Condition A and B Met?No 0 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 0 Hours met (4 required) Warrant 3, Peak Hour No Condition A Met?No 0 Hours met (1 required) Condition B Met?No 0 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 10/13/2021Federal 2003 Total Future 2040 AM Warrants Summary Report 4: Greenfield Dr & International Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 0 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network No 2 10/13/2021Federal 2003 Warrant 3: Peak Hour 4: Greenfield Dr & International Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Greenfield Dr NB/SB 2 30 International Dr EB/WB 2 30 No Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) No 0 Hours met (1 required) Not Met Not Met Met No 1 10/13/2021Federal 2003 Total Future 2040 AM Warrant 3: Peak Hour 4: Greenfield Dr & International Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 424 160 2 10/13/2021Federal 2003 Warrants Summary Report 4: Greenfield Dr & International Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approach Speed Greenfield Dr NB/SB 2 30 International Dr EB/WB 2 30 Met? NotesWarrant Warrant 1, Eight-Hour Vehicular Volume No Condition A or B Met?No 0 Hours met (8 required) Condition A and B Met?No 0 Hours met (8 required) Warrant 2, Four-Hour Vehicular Volume No 0 Hours met (4 required) Warrant 3, Peak Hour No Condition A Met?No 0 Hours met (1 required) Condition B Met?No 0 Hours met (1 required) Warrant 4, Pedestrian Volume No Peds > 100 Condition Met?No 0 Hours met (4 required) Peds > 190 Condition Met?No 0 Hours met (1 required) Warrant 5, School Crossing No 1 10/13/2021Federal 2003 Total Future 2040 PM Warrants Summary Report 4: Greenfield Dr & International Dr Warrant 6, Coordinated Signal System No Warrant 7, Crash Experience No Traffic Volume Condition?No 0 Hours met (8 required) Ped Condition?No 0 Hours met (8 required) Warrant 8, Roadway Network No 2 10/13/2021Federal 2003 Warrant 3: Peak Hour 4: Greenfield Dr & International Dr Intersection Information Street Name Direction Number of Lanes Major Street Minor Street Approch Speed Warrant 3 Met? Greenfield Dr NB/SB 2 30 International Dr EB/WB 2 30 No Details Low Population? Condition A Met? Notes Condition B Met? Notes Minor Approach Time Delay Condition Met? Minor Approach Volume Condition Met? Total Entering Intersection Volume Condition Met? No 0 Hours met (1 required) No 0 Hours met (1 required) Not Met Not Met Met No 1 10/13/2021Federal 2003 Total Future 2040 PM Warrant 3: Peak Hour 4: Greenfield Dr & International Dr Major Street Total All Approaches (vph) Minor Street Highest Volume Approach (vph) Hour 0:00 660 132 2 10/13/2021Federal 2003 Crash Datageometry X: 3134715.81021401, Y: 1454821.44260859, Z: NaN X: 3134715.899589, Y: 1454838.1207336, Z: NaN X: 3134715.899589, Y: 1454838.1207336, Z: NaN X: 3134715.75021401, Y: 1454810.2532336, Z: NaN X: 3134715.66083901, Y: 1454793.5757336, Z: NaN X: 3134715.66083901, Y: 1454793.5757336, Z: NaN X: 3134715.63083901, Y: 1454787.9813586, Z: NaN X: 3134715.66083901, Y: 1454793.5757336, Z: NaN X: 3134714.759589, Y: 1454598.5307336, Z: NaN01 Crash ID26138266002610325991268732693626604263172575202 Date 2019-07-18T00:00:00.0000000 2020-07-06T00:00:00.0000000 2019-07-16T00:00:00.0000000 2019-03-29T00:00:00.0000000 2021-02-16T00:00:00.0000000 2021-04-15T00:00:00.0000000 2020-07-10T00:00:00.0000000 2019-10-30T00:00:00.0000000 2018-10-18T00:00:00.000000003 Day of Week THURSDAYMONDAYTUESDAYFRIDAYTUESDAYTHURSDAYFRIDAYWEDNESDAYTHURSDAY04 Time620151574012301700162013001800150005 Route 007G007G007G007G007G007G007G007G007G06 Milepoint60.32560.32860.32860.32360.3260.3260.31960.3260.28507 Description CR 7G (GREENGIELDS CT) @ FRONTAGE RD 601 GREENFIELDS CT CR 7G (GREENFIELDS) @ SH 14 CR 7G (GREENFIELDS CT) 7 FT S OF SH 14 CR 7G (GREENFIELDS CT) @ CO 14 GREENFIELD CT (7G) @ MULBERRY ST GREENFIELDS COURT, 50 FT S OF SH 14 CR 7G (GREENFIELDS CT) 10 FT S OF SH 14 S SH 14 FRTG RD08 Severity PROPERTY DAMAGE ONLY PROPERTY DAMAGE ONLY PROPERTY DAMAGE ONLY PROPERTY DAMAGE ONLY PROPERTY DAMAGE ONLY INJURYPROPERTY DAMAGE ONLY PROPERTY DAMAGE ONLY PROPERTY DAMAGE ONLY09 Number Injured00000200010 Number Fatal00000000011 Class by Location ON-ROADWAYRAN OFF LEFT SIDE ON-ROADWAY ON-ROADWAYON-ROADWAY ON-ROADWAY ON-ROADWAY ON-ROADWAY RAN OFF RIGHT SIDE12 Class by Road Description AT INTERSECTION NON-INTERSECTION AT INTERSECTION INTERSECTION RELATED NON-INTERSECTION AT INTERSECTION INTERSECTION RELATED INTERSECTION RELATED NON-INTERSECTION13 Class by Road Contour STRAIGHT ON-LEVEL CURVE ON-LEVEL STRAIGHT ON-LEVEL STRAIGHT ON-LEVEL STRAIGHT ON-LEVEL STRAIGHT ON-LEVEL STRAIGHT ON-LEVEL STRAIGHT ON-GRADE STRAIGHT ON-LEVEL14 Class by Road Surface BLACKTOPBLACKTOPBLACKTOPBLACKTOPBLACKTOPBLACKTOPBLACKTOPBLACKTOPBLACKTOP15 Class by Road Condition DRYDRYDRYDRYSNOWYWETDRYDRYDRY16 Class by Lighting Condition DAYLIGHTDAYLIGHTDAYLIGHTDAYLIGHTDAYLIGHTDAYLIGHTDAYLIGHTDAWN OR DUSK DAYLIGHT17 Class by Adverse Weather Cond. CLEARCLEARCLEARCLEARCLEARSLEET OR HAIL CLEARCLEARCLEAR18 Harmful Event 1 FRONT TO SIDECURBFRONT TO REAR FRONT TO REARFRONT TO REAR FRONT TO SIDE FRONT TO REAR FRONT TO REAR CULVERT OR HEADWALL19 Harmful Event 2* N/ALARGE ROCKS OR BOULDER N/AN/AN/AFRONT TO FRONT N/AN/ATREE20 Harmful Event 3* FRONT TO SIDECURBN/AFRONT TO REARFRONT TO REAR FRONT TO SIDE FRONT TO FRONT FRONT TO REAR CULVERT OR HEADWALL21 Jurisdiction* COLORADO (CDOT) LARIMER COUNTY ROAD AND BRIDGE COLORADO (CDOT) COLORADO (CDOT) FORT COLLINSCOLORADO (CDOT) LARIMER COUNTY ROAD AND BRIDGE FORT COLLINSLARIMER COUNTY ROAD AND BRIDGE22 Speed Limit 125255035355035252523 Speed Limit 225-1503535252525-124 Railroad Crossing NONONONONONONONONO25 Construction Zone NONONONONONONONONO26 Public Property Damaged* NONONONONONONONONO27 Private Property Damaged* NONONONONONONONOYES28 Larimer County Property Damaged* NONONONONONONONONO29 Violation Code 1*139141142141142139 N/A14114130 Violation Code 2* N/AN/AN/AN/AN/AN/AN/AN/AN/A31 Latitude* N/AN/AN/AN/AN/A40.580001 N/AN/AN/A32 Longitude* N/AN/AN/AN/AN/A-105.01 N/AN/AN/A33 Agency Code* M05M12N/AM12M10D01M12M12M0734 Condition Driver/Pedestrian 1 NO APPARENT CONTRIBUTING FACTOR DRIVER INEXPERIENCE AGRESSIVE DRIVING DISTRACTED / OTHER I.E. FOOD, OBJECTS, PET, ETC. DRIVER INEXPERIENCE DUI, DWAI, DUID N/ANO APPARENT CONTRIBUTING FACTOR NO APPARENT CONTRIBUTING FACTOR35 Condition Driver/Pedestrian 2 NO APPARENT CONTRIBUTING FACTOR N/ANO APPARENT CONTRIBUTING FACTOR NO APPARENT CONTRIBUTING FACTOR NO APPARENT CONTRIBUTING FACTOR NO APPARENT CONTRIBUTING FACTOR NO APPARENT CONTRIBUTING FACTOR NO APPARENT CONTRIBUTING FACTOR N/A36 Pedestrian Action 1 N/AN/AN/AN/AN/AN/AN/AN/AN/A37 Pedestrian Action 2 N/AN/AN/AN/AN/AN/AN/AN/AN/A38 Remarks* N/AN/AN/AN/AN/AN/A**HIT AND RUN** N/AN/AOBJECTID164446616381278200261472941667Shape