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Home My WebLink AboutHULL ORCHARDS - PDP230002 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYHULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC Prepared for: TTLC Fort Collins - Taft Hill, LLC Traffic Impact Study Hull Orchards January 11, 2023 HULL ORCHARDS| TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 2 January 11, 2023 Table of Contents Page 1 Introduction …….…..…………………………………………………………...…….4 2 Existing Conditions …….….……………………………………..…..……………...8 3 Project Travel Demand…….………………………………………………..……….17 4 Future Traffic Projections…………………………………………..……………....21 5 Traffic Impact Analysis…….......................…………….…………..……………..27 6 Pedestrian Bicycle and Transit ........................................................................31 7 Conclusions………………………………………………………….………………..34 Appendices……….…………………………………………………………………….…35 Appendix A: Traffic Counts Appendix B: Level of Service Worksheets Appendix C: Pedestrian Bicycle Destination Area List of Figures 1 Project Location….……..……………...…………………………………….....……..5 2 Site Plan……............................................……………………………………………6 3 Recent Traffic Volumes….........……………………………………….….....…..…10 4 Current Intersection Configurations ….…………..………………….…….…….11 5 Project Trip Distribution……....…………………………………………………….18 6 Project Traffic Without Hull Street Connection………….………...…...……....19 7 Project Traffic With Hull Street Connection....................................................20 8 Background Traffic 2025 Without Hull Street Connection ….………...……..22 9 Background Traffic 2025 With Hull Street Connection ................................ 23 10 Total Traffic 2025 Without Hull Street Connection …………......……..………27 11 Total Traffic 2025 With Hull Street Connection.............................…..………..30 12 Future Project Intersection Configurations .................................................. 33 13 Pedestrian and Bicycle Network...................................................................... 36 HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 3 January 11, 2023 List of Tables 1 Fort Collins Motor Vehicle LOS Standards…………………………………..…..12 2 Unsignalized Level of Service Definitions ……...…………….…………...…....13 3 Signalized Intersection Level of Service Definitions .................................... 14 4 Recent Weekday Peak Hour Intersection Level of Service……..……….…....16 5 Estimated Project Trip Generation …………………………………….………....17 6 Future 2025 Intersection Level of Service Without Hull Street Connection.28 7 Future 2025 Intersection Level of Service With Hull Street Connection…...29 8 Daily Traffic Projections....................................................................................30 9 Pedestrian Level of Service .............................................................................32 10 Bicycle Level of Service ...................................................................................33 HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 4 January 11, 2023 1 INTRODUCTION This report documents the results of a study to evaluate the potential traffic impacts of the proposed Hull Orchards residential development in the City of Fort Collins, Colorado. Rollins Consult LLC conducted the study as required by the City for the application associated with the proposed project. PROJECT DESCRIPTION The Hull Orchards is in Fort Collins, east of Taft Hill Road between Drake Road and Horsetooth Road. The site is currently undeveloped land. This project will allow for industrial, commercial, and residential uses. The project site is comprised of approximately 9 acres. The site is surrounded by rural and suburban residential uses. Figure 1 illustrates the project location and study area. The project's overall development plan is depicted on Figure 2. The site was designed to accommodate 54 homes. There will be a park area in the northeastern area. A future trail will be accommodated on the eastern side of the site that will connect to the Spring Creek Trail north of the site. The roadway layout allows for connections to Hull Street, Swallow Road, and Hyline Drive. There is also a connection to future developments to the south. Swallow Road is designed as a Collector Street. All the other streets within the site are local streets. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 5 January 11, 2023 Figure 1 – Project Location HULL ORCHARDS| TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 6 January 11, 2023 Figure 2 - Site Plan 352326ED10' 75AIL67;;;;;;; ; ; ;;;;;;;2H8C79C79C79;;;;;;;C.5.9A8L7ELECELEC F29A8L7F.2.EGH<LI1E D5I9E75AC7 AL27 1BL2CK 1L27 2L27 3L27 4L27 9L27 8L27 7L27 6L27 575AC7 B75AC7 CL27 1L27 2L27 3L27 4L27 5L27 6L27 7L27 8L27 9L27 10L27 11BL2CK 275AC7 DL27 1L27 2L27 3L27 4L27 5L27 6L27 7L27 8L27 9L27 10L27 11L27 12L27 13L27 14L27 15L27 16L27 1L27 2L27 3L27 4L27 5L27 6L27 7L27 8L27 9L27 10L27 11L27 12L27 13L27 1L27 2L27 3L27 5L27 475AC7 FBL2CK 575AC7 E75AC7 EBL2CK 3BL2CK 4A77IKA D5I9ECHE55< 6EED LA1EM25ELL2 D5I9EBE1721 LA1E78LA5E D5I9ECHE55< 6EED LA1E57'52:57'52:57'52:: 6:ALL2: 5D9' 8E57'52:57'52:57'52:69'52:57'52:L27 10CEDA5 9ILLAGE 47H FILI1G6IL9E5 3L8ME E67A7E6C5A:6 5E68BDI9I6I21H<LI1E D5I9EH8LL 675EE7: 6:ALL2: 5DH8LL 675EE720' DE20' DE3A5ALLEL 4.5'C586HE5 FI1E675AILDE7E17I21 & 3A5K81.9'352326ED 5'DE7ACHED6IDE:ALK 7<3.352326EDD5I9E:A<ACCE66E;I67I1GD5AI1AGECHA11ELBA66ICK 675EE75AI1GA5DE16LWH 3ODQ26KHHW 1XPEHU:F257 C2LLI16 C27HE 758E LIFEC2M3A1IE6, LLC*5283ODQGVFDSHDUFKLWHFWXUH_SODQQLQJ_LOOXVWUDWLRQ0RXQWDLQ$YH%HUWKRXG&27(/:(%7%*URXSXV352JEC7 7I7LE5E9I6I216I668E DA7E6HEE7 7I7LE6HEE7 I1F25MA7I21DA7E6EALJA18A5< 11, 2023DA7E35E3A5ED F251839 H<LI1E D5I9EH8LL 25CHA5D61601 197H 675EE768I7E 550DE19E5 C2 802022:1E5:6CALE 1" = 40'-0"40'080'60'1257H HULL ORCHARDS| TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 7 January 11, 2023 STUDY SCOPE The scope of work for this study was developed in conjunction with the City of Fort Collins’s traffic engineering department. The base assumptions, technical methodologies, and geographic coverage of the study were all identified as part of the study approach. The study analyzes the potential project-generated traffic impacts on the adjacent street system. This study will focus on the buildout of the development looking at the short range future year of 2025. The analysis of future year traffic forecasts is based on projected conditions both with and without the addition of the project traffic. The study will also analyze if the existing Hull Street is connected to Taft Hill Road is necessary to accommodate the project traffic. The following transportation scenarios were analyzed for the AM and PM peak hours: • Existing Conditions – The analysis of existing traffic conditions provides a basis for the remainder of the study. The existing transportation system is described. Peak hour intersection operations are evaluated. • Project Travel Demand – The traffic generated by the Project will be estimated, distributed, and assigned to the transportation network. • 2025 Background Conditions – Future traffic conditions are projected without the proposed Project for the short range year of 2025. The traffic volumes on the roadway system will be factored to account for overall growth in the area. If Hull Street connects to Taft Hill Road, the background conditions will be determined by rerouting some of the existing traffic to this connection. • 2025 Total Future Conditions – The traffic associated with the project will be projected and added to the Background traffic. The intersection operations will be determined both with and without the Hull Street connection. The study examined five intersections within the study area. These were identified by the City of Fort Collins for inclusion in the study. The existing study intersections are listed below. 1. Dunbar Avenue at Drake Road 2. Dunbar Avenue at Swallow Road 3. Dunbar Avenue at Horsetooth Road 4. Shields Street at Swallow Road 5. Taft Hill Road at Hull Street HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 8 January 11, 2023 2 EXISTING CONDITIONS The transportation system has numerous elements that are described in this chapter. The roadway network identified for this study is described and traffic volume information is presented for the study intersections. ADJACENT LAND USE The land use adjacent to the site are rural and suburban residential. TRANSPORTATION NETWORK The primary roadways that serve the Project site are described below. Roadway designations were provided in the Fort Collins Transportation Master Plan, March 31, 2020, and the Town of Timnath Transportation Plan, October 2015. Roadway Network Taft Hill Road - This is a four-lane north-south arterial street. There is a center left- turn lane. Sidewalks and bike lanes are provided on both side of the road. The speed limit is posted at 40 mph. Dunbar Avenue – This is a two-lane north-south collector street between Drake Road and Horsetooth Road. The speed limit is 25 mph. There are bike lanes, sidewalks, and parking on both sides of Dunbar Avenue. Numerous speed bumps are placed along Dunbar Avenue. Shields Street - This north-south arterial street is located east of the project site. There are four travel lanes. Rocky Mountain High School is located at the northwest corner of Shields Street and Swallow Road. There are bike lanes and sidewalks on both sides of the street. The speed limit is posted at 40 mph. shoulders. There is no posted speed limit within the study area. Drake Road - is an east-west arterial street. There are sidewalks and bike lanes on both sides of the road. The speed limit is posted at 40 mph. Swallow Road - is an east-west two-lane collector street. Currently it terminates at the eastern side of the project site. From that point it runs through the City of Fort Collins to Lemay Avenue. It is identified in the Master Plan as connecting to Taft Hill Road. There are sidewalks on both sides of the road. Parking is allowed on Swallow Road near the project site. No parking is allowed near Rocky Mountain High School. Bike lanes are present along Swallow Road and currently end at Claremont Drive. Horsetooth Road – This road transitions from a four-lane to a two-lane arterial between Shields Street and Taft Hill Road. Near Dunbar Avenue it is a two-lane road. There is a center left-turn lane. There is a sidewalk on both sides of Horsetooth Road between Shields Street and to the west of Seneca Street. From this point to the west HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 9 January 11, 2023 there is a sidewalk on the north side of the road. A sidewalk on the south side is present again to the west of Goodell Lane. The speed limit is posted at 40 mph. Hull Street - This local street is built within the West Swallow neighborhood to the east. In this section it is a two-lane local street with sidewalks and parking on both sides of the street. To the east of Taft Hill Road, Hull Street is a narrow unpaved road. It does not currently connect to the West Swallow neighborhood. Hyline Drive - The two-lane local street is located to the east of Taft Hill Road. Hyline Drive is unpaved. There is a short section of sidewalk present on the south side of Hyline. This road will boarder the southern edge of the project site. EXISTING TRAFFIC CONDITIONS Recent intersection operations were evaluated for both the morning and evening peak hours. Intersection count and daily counts data were collected in December 2022 when school was in session. Appendix A includes the intersection turning movement and daily count data. The peak hour turning movements are provided on Figure 3. The current lane configurations of the study intersections are shown on Figure 4. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 10 January 11, 2023 Figure 3 – Recent Traffic Volumes HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 11 January 11, 2023 Figure 4 – Current Intersection Configurations HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 12 January 11, 2023 Intersection Level of Service Analysis Methodologies Transportation professionals evaluate intersections to determine how they are currently operating and will operate in the future. The methods employed can be found in the Transportation Research Board’s, 6th Edition, 2016 Highway Capacity Manual (HCM). Level of service (LOS) is based on a “graded” system from LOS A, very little to no delays, to LOS F which represents excessive delays and congestion. The City of Fort Collins has established guidelines for acceptable intersection operations. These are provided within the Larimer County Urban Area Street Standards (LCUASS), originally adopted January 2, 2001, with updates effective September 19, 2016. The guidelines are provided in Table 1. Table 1 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Unsignalized Intersection Peak hour levels of motor vehicle delay at unsignalized intersections were estimated using the method from Chapter 17 of the 2016 Highway Capacity Manual. The delays for the entire intersection and each of the constrained movements are reported. Table 2 summarizes the relationship between average control delay per vehicle and LOS for unsignalized intersections. Chapter 4 ± TRANSPORTATION IMPACT STUDY Section 4.5 Project Impacts Larimer County Urban Area Street Standards ± Repealed and Reenacted April 1, 2007 Page 4-27 Adopted by Larimer County, City of Loveland, City of Fort Collins Table 4-2 Loveland (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Intersection Component Major Intersection1 Minor Intersection2 Driveway Overall (City Limits) LOS C LOS C No Limit Overall (GMAs) LOS D LOS D No Limit Any Leg LOS D LOS E No Limit Any Movement LOS E LOS F No Limit 1 Includes all signalized and unsignalized arterial/arterial and arterial/ major collector intersections. 2 Includes all unsignalized intersections (except major intersections) and high volume driveways 3 There are no LOS standards for I-25 Interchanges. 4 On State Highways, overall LOS D is acceptable. Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach leg Any Movement Signalized D1 E E2 Unsignalized Arterial / Arterial Collector / Collector E3 F4 Unsignalized Arterial / Collector Arterial / Local Collector / Local Local / Local D3 F4 Roundabout E 3,5 E54 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighted average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 13 January 11, 2023 Table 2 Unsignalized Intersection Level of Service Definitions Level of Service Average Control Delay Per Vehicle (Seconds) Description A £10.0 No delay for stop-controlled approaches. B 10.0 and £15.0 Operations with minor delay. C >15.0 and £25.0 Operations with moderate delays. D >25.0 and £35.0 Operations with increasingly unacceptable delays. E >35.0 and £50.0 Operations with high delays, and long queues. F >50.0 Operations with extreme congestion, and with very high delays and long queues unacceptable to most drivers. Source: Transportation Research Board, Highway Capacity Manual, 2016. Signalized Intersections Peak hour levels of motor vehicle delay at signalized intersections were estimated using methods provided in Transportation Research Board’s 2010 Highway Capacity Manual. This operations analysis method uses various intersection characteristics (such as traffic volumes, lane geometry, and signal phasing) to estimate the average control delay experienced by motorists traveling through an intersection. Control delay incorporates delay associated with deceleration, acceleration, stopping, and moving up in the queue Table 3 summarizes the relationship between average control delay per vehicle and LOS for signalized intersections. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 14 January 11, 2023 Table 3 Signalized Intersection Level of Service Definitions Level of Service Average Control Delay Per Vehicle (Seconds) Description A £10.0 Free Flow or Insignificant Delays: Operations with very low delay, when signal progression is extremely favorable, and most vehicles arrive during the green light phase. Most vehicles do not stop at all. B >10.0 and £20.0 Stable Operation or Minimal Delays: Generally, occurs with good signal progression and/or short cycle lengths. More vehicles stop than with LOS A, causing higher levels of average delay. An occasional approach phase is fully utilized. C >20.0 and £35.0 Stable Operation or Acceptable Delays: Higher delays resulting from fair signal progression and/or longer cycle lengths. Drivers begin having to wait through more than one red light. Most drivers feel somewhat restricted. D >35.0 and £55.0 Approaching Unstable or Tolerable Delays: Influence of congestion becomes more noticeable. Longer delays result from unfavorable signal progression, long cycle lengths, or high volume to capacity ratios. Many vehicles stop. Drivers may have to wait through more than one red light. Queues may develop, but dissipate rapidly, without excessive delays. E >55.0 and £80.0 Unstable Operation or Significant Delays: Considered to be the limit of acceptable delay. High delays indicate poor signal progression, long cycle lengths, and high volume to capacity ratios. Individual cycle failures are frequent occurrences. Vehicles may wait through several signal cycles. Long queues form upstream intersection. F >80.0 Forced Flow or Excessive Delays: Occurs with oversaturation when flows exceed the intersection capacity. Represents jammed conditions. Many cycle failures. Queues may block upstream intersections. Source: Transportation Research Board, Highway Capacity Manual, 2016. HULL ORCHARDS| TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 15 January 11, 2023 Existing Intersection Conditions Using the HCM methodology, the weekday AM, and PM peak hour intersection operations were determined. The results are provided in Table 4. The detailed analysis worksheets are provided in Appendix B. As indicated in the table, each of the study intersections is currently operating at acceptable levels of service. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 16 January 11, 2023 Table 4 Recent Weekday Peak-Hour Intersection Level of Service # Intersection Movement AM Peak Hr LOS PM Peak Hr LOS Background Background 1 Dunbar Ave & Drake Rd Signal Overall B B EB LT A B EB T/RT B A WB LT B B WB T/RT A B NB LT/T C C NB RT C C SB L/T/R C C 2 Dunbar Ave & Swallow Rd All-Way Stop Control Overall A B NB LT/T/RT A B EB LT A A EB T/RT A A WB LT A B WB T/RT A B SB LT/T/RT A B 3 Dunbar Ave & Horsetooth Rd Signal Overall B B EB LT A B EB T A A WB T/RT A A SB LT C C SB RT C C 4 Shields St & Swallow Rd Signal Overall B B EB LT C D EB T C D EB RT D D WB LT C D WB T C D WB RT C D NB LT A B NB T/RT B B SB LT A A SB T/RT B B 5 Taft Hill Rd & Hull St T-Stop Control Overall A A WB Approach B F SB LT B B Notes: 1. LOS calculations are performed using Synchro which is based on the Transportation Research Board HCM 2016. 2. LOS is reported for both overall intersection and each constrained /STOP-controlled movement or approach. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 17 January 11, 2023 3 PROJECT TRAVEL DEMAND This chapter provides an overview of the project and a description of the travel demand methodology to estimate vehicle trip generation, distribution, and assignment of project- generated traffic along area roadways and intersections. PROJECT CHARACTERISTICS The proposed Hull Orchards project is a residential project. Figure 2 the project site. There are 54 homes planned for the project. As stated earlier the internal roads will include connections to Hull Street, Swallow Road, and Hyline Drive. There is also a planned connection to future development to the south. The City of Fort Collins has requested that a connection of Hull Street to Taft Hill Road be included with the project. This study was performed both with and without this connection. Swallow Road is not planned to connect to Taft Hill Road with this project. The connection to Hyline Drive will be blocked such that only pedestrians and bicycles can use Hyline. PROJECT TRIP GENERATION The trip generation characteristics of the project were estimated using data from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. Table 5 provides the trip generation estimated for the project. As indicated in the table, the full buildout of the project is estimated to generate approximately 572 daily trips, 43 morning, and 56 evening peak hour trips. Table 5 – Estimated Project Trip Generation ITE Trip Generation 11th Edition PROJECT TRIP DISTRIBUTION | ASSIGNMENT The distribution of the project traffic onto the roadway system was based on the existing peak hour traffic counts, the roadway network, the proposed land use, and the location of the project within the region and the City of Fort Collins. The overall project trip distribution for each land use element is depicted on Figure 5. The resulting project assigned peak hour traffic volumes is shown on Figures 6 and 7 for conditions both without and with the connection of Hull Street to Taft Hill Road respectively. Project IN Out Total IN Out Total Single-Family Detached 210 54 572 11 31 43 35 21 56 ITE Land Use Code & Rates Project Trip Generation Land Use Land Use Code Dwelling Units KSF Daily AM PM HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 18 January 11, 2023 Figure 5 – Project Trip Distribution HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 19 January 11, 2023 Figure 6 – Project Traffic Without Hull Street Connection HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 20 January 11, 2023 Figure 7 – Project Traffic With Hull Street Connection HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 21 January 11, 2023 4 FUTURE TRAFFIC PROJECTIONS Estimates of future traffic conditions both with and without the proposed project were necessary to evaluate the potential impact of the project on the local street system. The background base traffic scenario represents future traffic conditions without the addition of the project, while the total scenario represents future traffic conditions with the completion of the proposed Hull Orchards. The future year 2025 was analyzed. The development of these future traffic scenarios is described in this chapter. BACKGROUND 2025 TRAFFIC PROJECTIONS The background traffic projections reflect growth in traffic from ambient growth along the arterials in the study area. The City typically experiences around 2 percent annual growth. The existing through traffic volumes on Drake Road, Horsetooth Road, and Shields Street were factored upward by 6 percent. The resulting Background 2025 traffic projections for the study intersections are provided on Figure 8 for conditions without the Hull Street connection. The existing traffic in the study area was rerouted to utilize Swallow Road west of Dunbar Avenue and Hull Street to Taft Hill Road. All the rerouted traffic was assigned to Swallow Road. It is recognized that the existing Hull Street would also be used if it is connected to Taft Hill Road. The resulting background traffic with the Hull Street connection to is provided on Figure 9. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 22 January 11, 2023 Figure 8 – Background Traffic 2025 Without Hull Street Connection HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 23 January 11, 2023 Figure 9 – Background Traffic 2025 With Hull Street Connection HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 24 January 11, 2023 2025 TOTAL TRAFFIC PROJECTIONS The total traffic projections include both the background plus project traffic. The project- generated traffic volumes from Figures 6 and 7 were added to the 2025 background traffic volumes illustrated on Figures 8 and 9 to develop background plus project peak hour traffic volumes. The resulting 2025 total traffic is depicted on Figures 10 and 11 without and with the Hull Street connection through to Taft Hill Road. HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 25 January 11, 2023 Figure 10 – Total Traffic 2025 Without Hull Street Connection HULL ORCHARDS | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC 26 January 11, 2023 Figure 11 – Total Traffic 2025 With Hull Street Connection Rollins Consult LLC 27 January 11, 2023 5 TRAFFIC IMPACT ANALYSIS This chapter presents an analysis of the potential impacts of the traffic generated by the proposed Hull Orchards on the local street system. The analysis compares the projected levels of service at each study intersection under future background and total conditions to estimate the incremental increase in the delay caused by the proposed project. This provides the information needed to assess the potential impact of the project using the significance criteria. The analysis was performed under two scenarios, without and with connecting Hull Street from its existing terminus, west to Taft Hill Road. SIGNIFICANT TRAFFIC IMPACT CRITERIA Threshold criteria were applied to determine if the growth in traffic due to regional growth/other projects and/or the proposed Project has a significant traffic impact at an intersection. If the future traffic projections for either Background (without Project) or Total (with Project) resulted in any portion of an intersection exceeding the LOS standards, this would be considered an impact. FUTURE TRAFFIC CONDITIONS 2025 WITHOUT HULL STREET CONNECTION The future 2025 traffic projections at the study intersections were analyzed to determine their future operating conditions. The operational results, for each of the study intersections, are provided in Table 6 for both the background and total traffic scenarios without a connection to Taft Hill Road. The results for conditions without a connection to Taft Hill Road indicate each of the study intersections will operate acceptable. FUTURE TRAFFIC CONDITIONS 2025 WITH HULL STREET CONNECTION The future 2025 traffic projections at the study intersections were analyzed to determine their future operating conditions. The operational results, for each of the study intersections, are provided in Table 7 for both the background and total traffic scenarios with a connection to Taft Hill Road at Hull Street. The results for conditions without a connection to Taft Hill Road indicate each of the study intersections will operate acceptable. It should be noted that the westbound traffic on Hull Street at Taft Hill Road will experience long delays under both scenarios. Rollins Consult LLC 28 January 11, 2023 Table 6 - Future 2025 Intersection Level of Service Without Hull Street Connection # Intersection Movement AM Peak Hr LOS PM Peak Hr LOS Background Total Background Total 1 Dunbar Ave & Drake Rd Signal Overall B B B B EB LT A A B B EB T/RT B B A A WB LT B B B B WB T/RT A A B B NB LT/T C C C C NB RT C C C C SB L/T/R C C C C 2 Dunbar Ave & Swallow Rd All-Way Stop Control Overall A A B B NB LT/T/RT A A B B EB LT A A A B EB T/RT A A A A WB LT A A B B WB T/RT A A B B SB LT/T/RT A A B B 3 Dunbar Ave & Horsetooth Rd Signal Overall B B B B EB LT B B B B EB T B B A A WB T/RT A A A B SB LT C C C C SB RT C C C C 4 Shields St & Swallow Rd Signal Overall B B B B EB LT C C D D EB T C C D D EB RT D D D D WB LT C C D D WB T C C D D WB RT C C D D NB LT B B B B NB T/RT B B B B SB LT B B A A SB T/RT B B B B 5 Taft Hill Rd & Hull St T-Stop Control Overall A A A A WB Approach B B F F SB LT B B B B 1. LOS calculations are performed using Synchro which is based on the Transportation Research Board HCM 2016. 2. LOS is reported for both overall intersection and each constrained STOP-controlled movement or approach. Rollins Consult LLC 29 January 11, 2023 Table 7 - Future 2025 Intersection Level of Service With Hull Street Connection # Intersection Movement AM Peak Hr LOS PM Peak Hr LOS Background Total Background Total 1 Dunbar Ave & Drake Rd Signal Overall B B B B EB LT A A B B EB T/RT B B A A WB LT B B B B WB T/RT A A B B NB LT/T C C C C NB RT C C C C SB L/T/R C C C C 2 Dunbar Ave & Swallow Rd All-Way Stop Control Overall A A B B NB LT/T/RT A A B B EB LT A A A A EB T/RT A A A B WB LT A A B B WB T/RT A A B B SB LT/T/RT A A B B 3 Dunbar Ave & Horsetooth Rd Signal Overall B B B B EB LT A B B B EB T B B A A WB T/RT A A A B SB LT C C C C SB RT C C C C 4 Shields St & Swallow Rd Signal Overall B B B B EB LT C C D D EB T C C D D EB RT D D D D WB LT C C D D WB T C C D D WB RT C C D D NB LT B B B B NB T/RT B B B B SB LT B B A A SB T/RT B B B B 5 Taft Hill Rd & Hull St T-Stop Control Overall A A A A WB Approach D E D F SB LT B B B B 1. LOS calculations are performed using Synchro which is based on the Transportation Research Board HCM 2016. 2. LOS is reported for both overall intersection and each constrained STOP-controlled movement or approach. FUTURE 2025 DAILY TRAFFIC PROJECTIONS The daily traffic was projected for two study roadways, Swallow Road west of Dunbar and Hull Street east of Taft Hill Road. Hull Street is classified a local street. Typically, the daily volumes on a local street have an acceptable threshold of 1,000 daily trips. Swallow Road is a collector street as defined on the City of Fort Collins, Master Street Plan, dated April 7, 2020. The City has two types of Collector streets, Major and Minor. Typically, a Minor Collector accommodates 1,001 to 3,000 daily trips and a Major Collector up to 7,000 daily trips. Rollins Consult LLC 30 January 11, 2023 Existing daily traffic on Swallow Road was collected in early December when school was in session. These counts are provided in Appendix A. Currently there are 624 vehicular trips on this section of Swallow Road. The future daily traffic was projected for both Hull Street connection scenarios to Taft Hill Road. Under the scenario where a connection to Taft Hill Road was made, the existing traffic was rerouted to use Swallow Road to Hull Street. Some of this traffic would also use Hull Street to connect to Dunbar Avenue, however for this traffic study it was assumed the traffic would use Swallow Road. Table 8 shows the project daily volumes on Hull Street and Swallow Road. The existing daily volumes on Hull Street were estimated. The daily traffic count performed on Swallow Road indicates the PM peak hour represents 12 percent of the daily volumes. The future PM peak hour traffic was utilized to estimate the daily traffic. The results indicate that without the connection of Hull Street to Taft Hill Road, both Hull Street and Swallow Road will operate under the desired thresholds. With the connection to Taft Hill Road, Hull Street will slightly exceed the local street daily threshold of 1,000 daily trips. Under both scenarios, Swallow Road will be below the collector street threshold. Table 8 - Daily Traffic Projections Roadway Segment Existing Without Hull Street Connection With Hull Street Connection Background Total Background Total Hull Street East of Taft Hill Rd 65 65 65 1,145 1,255 Swallow Rd West of Dunbar Ave 625 625 1,195 1,540 2,000 Volumes Rounded to Nearest 5 Vehicles Rollins Consult LLC 31 January 11, 2023 6 PEDESTRIAN BICYCLE AND TRANSIT The City of Fort Collins has established pedestrian, bicycle, and public transit level of service definitions. They address several elements or quality indicators that impact the environments these users experience. Each modal choice is evaluated in this chapter. The site includes accommodation of a planned north-south trail that is planned to connect to the Spring Creek Trail. This future trail is located on the eastern side of the site. PEDESTRIAN FACILITIES The City’s Pedestrian Plan, February 15, 2011, describes the parameters to evaluate the pedestrian environment. The proposed project is within the “School Walking Area”. Within the school walking area, the City has established a LOS B for each of the elements listed below except for Visual Interest and Amenities at a LOS C. The elements identified as important to support a beneficial pedestrian environment are: 1. Directness 2. Continuity 3. Street Crossings 4. Visual Interest and Amenity 5. Security Each of these is described in depth in the Pedestrian Plan. The Plan requires that destinations within 1,320 feet of the Project are identified and analyzed for each pedestrian element. This area is depicted in Appendix E. There are two destinations within 1,320 feet, the Spring Creek Trail and the existing residential area east of the site. The plan also requires any schools within one mile of the site be analyzed. Three schools are within one mile of the project site Olander Elementary School, Blevins Middle School, and Rocky Mountain High School. The results of this analysis are summarized in Table 9 along with the associated LOS for each element. The LOS for Continuity is LOS C because not all the sidewalks have a landscaped buffer. The current connection to the Spring Creek Trail would be through the neighborhood to the east. There is a link to the trail just to the south of Drake Road. The pedestrian connections to the trail and the neighborhood to the east meet the level of service standards. For the schools, busing will be available to Olander Elementary School. Students who walk to Olander would take Swallow Road east to Dunbar Avenue south, then west along Horsetooth Road crossing Taft Hill Road at the signal. They would continue to Auntie Stone Street and north to the school. This route results in a Directness of LOS C. The length of the route is approximately 1.2 miles and most elementary school students would likely take the bus or a vehicle. Rollins Consult LLC 32 January 11, 2023 Table 9 – Pedestrian Level of Service Students attending Blevins Middle School and Rocky Mountain High School will not have school busing available. Students walking to Olander could walk along Hull Street to the east, Hanover Drive north to Drake Road, then onto the school along Taft Hill Road. There is a signalized crossing at the school. Access to/from Rocky Mountain High School will meet the level of service thresholds. BICYCLE NETWORK The bicycle network near the project site was evaluated for the destination to/from the same sites as the pedestrian analysis. The bicycle analysis is for Continuity adjacent to the Project and these destinations. The definitions of level of service and Continuity is provided in The City of Fort Collins Multimodal Transportation Level of Service Manual, March 28, 1997. It should be noted that it is assumed that bike lanes will be striped on Swallow Road from Claremont Drive (current terminus) through the project site. The results are provided in Table 10. The analysis presumes that biking on a local street is a level of service A. Swallow Road and Dunbar Avenue are considered directly connected to the project site and both have bike lanes. Destination Pedestrian Elements LOS Directness Continuity Street Crossing Visual Interest Security Standard LOS Other Areas Within City C C C C C Spring Creek Trail C C A B B Residential East of Site A C A B B Standard LOS School Walk Area B B B C B Olander Elementary School C C A C B Blevins Middle School B C A A A Rocky Mountain High School A C A A A Rollins Consult LLC 33 January 11, 2023 Table 10 – Bicycle Level of Service Destination Type Continuity LOS Minimum Actual Proposed Spring Creek Trail Recreation B A A Residential East of Site City-Wide C A A Olander Elementary School School A A A Blevins Middle School School A A A Rocky Mountain High School School A A A TRANSIT Transfort provides service to the area via Route 6. This route provides bus service hourly during the weekdays. Saturday service is temporarily suspended and there is no service on Sunday. This route originates at the Max Swallow Station, travels west along Horsetooth Road and then north along Taft Hill Road to Mulberry Street and to the CSU Transit Center. On its return trip it runs along Mulberry Street west to Taft Hill Road and the south to Drake Road where it runs east back to the Swallow Station. There are a number of stops within the study area. Rollins Consult LLC 34 January 11, 2023 7 CONCLUSIONS This study was undertaken to analyze the potential traffic impacts of the proposed Hull Orchards residential project in the City of Fort Collins. The following summarizes the results of this analysis: • The proposed Hull Orchards is a 54 home residential development. The site includes accommodation of a north-south trail on the east side of the site. There is a park planned in the northeast area. Roadway connections will be made to Hull Street, Swallow Road, and Hyline Drive. • The site is located east of Taft Hill Road and south of Hull Street. This land is currently undeveloped. • The Project is expected to generate approximately 572 daily trips, 43 trips during the AM peak hour, and 56 trips during the PM peak hour. • Currently, the study intersections are operating at acceptable levels. • The study analyzed five study intersections. The analysis was done both without and with connecting Hull Street fully between the existing neighborhood to the east with Taft Hill Road. Under both conditions the intersections will operate acceptably. • The future daily traffic projections were evaluated for Hull Street to the east of Taft Hill Road and Swallow Road to the west of Dunbar Avenue. With a full connection of Hull Street, the daily volumes on Hull Street will exceed the typical threshold of 1,000 vehicles per day (estimated to be 1,255 vehicles per day). The daily volumes on Swallow Road are projected at 1,955 without and 2,000 with the Hull Street connection. These are below the threshold for a collector street. • Based on the findings of the transportation study it is recommended that the planned streets within the Hull Orchards project connect to the neighborhood to the east. Full vehicular access to the west is not recommended until Swallow Road can be connected through to Taft Hill Road. Rollins Consult LLC 35 January 11, 2023 APPENDICIES § Appendix A: Traffic Counts § Appendix B: Level of Service Worksheets § Appendix C: Pedestrian/Bicycle Destination Area Rollins Consult LLC 36 January 11, 2023 Appendix A - Traffic Counts Rollins Consult LLC 37 January 11, 2023 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 1 3 1 1 2 1 10 605010420 0 0 Peak Hour 7 11 2 0 20 4 1 1 10 1 16 7 3Count Total 14 26 7 0 47 4 0 0 00020218:45 AM 3 5 5 0 13 1 2 2 0 0 0 0 8:30 AM 0 4 0 0 4 0 0 1 1 0 4 1 0 0 0 0 8:15 AM 1 4 1 0 6 2 1 0 1 0 1 1 0 2 0 0 8:00 AM 2 4 1 0 7 0 2 0 1 0 3 1 0 0 0 0 7:30 AM 1 0 0 0 1 0 0 2 1 0 1 0 1 0 0 5 0 EB WB NB SB Total East 7:45 AM 3 3 0 0 6 0 2 1 -2%100%HV%0%-1%0%- 0 0 7:15 AM 1 4 0 0 5 0 0 0 1 0 1 0 0 West North South 7:00 AM 3 2 0 0 62 1 93 0 1 05603138410 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%-0%1%0%3%0% Peak Hour All 1 0 767 2 0 115 1 183 0 0 0 0 0 20 01100110 1 1,398 0 HV 0 0 7 0 0 Count Total 1 0 1,387 96 0 57 699 1 0 1 2,543 0 375 1,33403600000111060021 0 0 0 320 1,368 8:45 AM 0 0 181 20 1 0 12 0 22 0 291 1,398 8:30 AM 0 0 168 12 0 8 97 1 9 0 1 0 1011050015 0 0 0 348 1,367 8:15 AM 0 0 151 7 1 0 14 0 28 0 409 1,209 8:00 AM 0 0 173 14 0 12 106 0 26 0 0 0 0012860015 0 0 0 350 0 7:45 AM 0 0 248 22 0 0 18 0 30 0 260 0 7:30 AM 1 0 195 13 0 6 87 0 20 0 0 0 003590016 0 0 0 190 0 7:15 AM 0 0 158 4 0 0 4 0 12 07:00 AM 0 0 113 4 0 4 53 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Drake Rd Drake Rd Dunbar Ave Drwy 15-min TotalUTLTTHRT Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.25 TOTAL 1.4%0.85 TH RT WB 2.6%0.87 NB 1.3%0.81 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.8%0.76 1 3 0 0000500 1 0 0 02 4N Dunbar Ave Drake Rd Drake Rd Dunbar AveDrake Rd Drwy1,398TEV: 0.85PHF:1012201 384 31 416 8610 9316215687056 767 0 824 448 1 Garrett Strang 720-646-1008 garrett.strang@idax.com Rollins Consult LLC 38 January 11, 2023 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 2 10 3 1 1 2 1 2 22 16260121400 0 2 Peak Hour 4 11 3 0 18 1 5 8 11 0 21 19 1Count Total 7 17 4 0 28 2 0 0 00200225:45 PM 0 1 0 0 1 0 3 0 1 0 0 0 5:30 PM 2 2 1 0 5 1 0 2 0 0 1 2 0 0 0 0 5:15 PM 0 2 0 0 2 0 1 0 3 0 3 1 0 0 0 0 5:00 PM 1 1 0 0 2 0 0 1 1 0 2 1 0 0 1 1 4:30 PM 1 3 0 0 4 0 1 2 0 0 3 9 0 0 0 6 1 EB WB NB SB Total East 4:45 PM 0 2 0 0 2 0 3 2 -2%-HV%-0%1%0%- 0 0 4:15 PM 1 2 3 0 6 0 3 0 3 0 4 2 0 West North South 4:00 PM 2 4 0 2 152 0 95 0 3 17107893210 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%1%3%1%0% Peak Hour All 0 1 622 1 0 225 0 166 0 0 0 0 0 18 0900300 2 1,958 0 HV 0 0 4 0 0 Count Total 0 1 1,160 128 1 177 1,830 3 2 2 3,696 0 419 1,73802100100172100022 0 0 0 431 1,801 5:45 PM 0 0 125 23 0 0 20 0 17 0 439 1,819 5:30 PM 0 0 123 10 0 27 234 0 19 0 0 0 00332160016 0 0 0 449 1,882 5:15 PM 0 0 139 16 0 0 15 0 14 0 482 1,958 5:00 PM 0 0 151 8 1 22 238 0 15 0 1 0 00242430020 0 0 1 449 0 4:45 PM 0 0 170 9 0 0 19 0 15 0 502 0 4:30 PM 0 1 160 18 0 15 220 0 30 0 1 1 10172460050 1 0 0 525 0 4:15 PM 0 0 142 14 1 0 63 0 35 04:00 PM 0 0 150 30 0 22 223 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Drake Rd Drake Rd Dunbar Ave Drwy 15-min TotalUTLTTHRT Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.50 TOTAL 0.9%0.93 TH RT WB 1.1%0.95 NB 1.2%0.63 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 0.6%0.96 1 0 0 0002221 4 0 0 20 14N Dunbar Ave Drake Rd Drake Rd Dunbar AveDrake Rd Drwy1,958TEV: 0.93PHF:2136201 932 78 1,011 7200 950152247150071 622 1 694 1,086 0 Garrett Strang 720-646-1008 garrett.strang@idax.com Rollins Consult LLC 39 January 11, 2023 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 2 0 0 1 0 5 5 3 16 130409076 7 1 Peak Hour 1 7 3 3 14 4 1 1 6 1 17 0 8Count Total 2 7 4 4 17 9 2 1 01110308:45 AM 0 5 3 2 10 0 4 0 0 5 0 0 8:30 AM 1 0 0 0 1 3 0 1 2 0 2 0 5 0 0 0 8:15 AM 0 1 0 1 2 0 0 0 0 0 0 0 0 0 1 0 8:00 AM 0 1 0 0 1 0 0 0 0 1 1 0 0 0 0 0 7:30 AM 0 0 0 0 0 4 0 1 1 0 2 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 1 0 0 0 1 0 5 0 -0%0%HV%-0%5%0%- 0 1 7:15 AM 0 0 1 1 2 1 0 0 0 0 0 0 1 West North South 7:00 AM 0 0 0 0 4 63 48 0 48 3030135450 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6%-6%0%0%5%0%0%16% Peak Hour All 0 11 22 73 0 6 119 71 0 0 3 0 0 14 0070003 1 293 0 HV 0 0 1 0 0 Count Total 0 20 46 6 0 20 9 89 52 4 515 0 111 29318190211000612001 12 3 0 74 257 8:45 AM 0 4 9 2 12 0 2 12 16 0 48 245 8:30 AM 0 2 7 1 0 6 1 10 7 0 7 3 10111001 8 14 0 60 249 8:15 AM 0 3 4 0 3 0 0 23 6 0 75 222 8:00 AM 0 2 2 0 0 0 2 17 8 0 20 8 1041601 10 5 1 62 0 7:45 AM 0 1 8 0 10 0 0 17 4 0 52 0 7:30 AM 0 6 4 2 0 2 1 17 3 0 7 7 0012701 4 2 1 33 0 7:15 AM 0 0 6 1 5 0 0 5 8 07:00 AM 0 2 6 0 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Swallow Rd Swallow Rd Dunbar Ave Dunbar Ave 15-min TotalUTLTTHRT Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 3.8%0.64 TOTAL 4.8%0.66 TH RT WB 11.1%0.58 NB 2.6%0.76 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 2.8%0.60 1 3 0 0001121 0 0 6 07 0N Dunbar Ave Swallow Rd Swallow Rd Dunbar AveSwallow Rd Dunbar Ave293TEV: 0.66PHF:1304879119045 5 13 63 1180 486341154603 22 11 36 10 0 Garrett Strang 720-646-1008 garrett.strang@idax.com Rollins Consult LLC 40 January 11, 2023 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 11 13 5 6 3 2 2 1 43 35310106224 28 4 Peak Hour 2 5 1 2 10 4 5 5 5 1 23 6 5Count Total 2 5 1 2 10 12 1 0 01001205:45 PM 0 0 0 0 0 0 4 0 0 2 0 0 5:30 PM 0 0 0 0 0 2 0 2 0 0 3 0 0 2 0 1 5:15 PM 0 0 0 0 0 3 0 0 2 0 4 0 2 0 6 0 5:00 PM 0 0 0 0 0 2 0 1 0 0 1 0 0 3 0 0 4:30 PM 0 0 0 0 0 2 0 1 0 0 2 2 0 11 1 2 1 EB WB NB SB Total East 4:45 PM 1 0 1 0 2 0 3 2 -17%0%HV%-0%18%0%- 4 3 4:15 PM 1 4 0 1 6 1 1 3 0 0 4 2 2 West North South 4:00 PM 0 1 0 2 6 62 29 0 47 6060124201550 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-4%0%0%2%2%0%2% Peak Hour All 0 7 11 211 0 10 112 71 0 0 2 0 0 10 0030100 7 534 0 HV 0 0 2 0 0 Count Total 0 13 26 10 0 156 57 82 116 18 882 0 99 34815210151520571301 7 12 3 80 319 5:45 PM 0 0 4 1 15 0 1 13 5 0 91 317 5:30 PM 0 2 3 1 0 4 14 9 12 0 6 16 201581601 7 13 4 78 383 5:15 PM 0 2 3 1 12 0 1 13 4 0 70 534 5:00 PM 0 2 5 1 0 8 8 16 7 0 4 14 20621402 8 12 2 78 0 4:45 PM 0 1 2 0 11 0 1 14 5 0 157 0 4:30 PM 0 1 1 1 0 18 4 15 5 0 14 16 103684701 21 18 2 229 0 4:15 PM 0 3 7 4 83 0 2 17 12 04:00 PM 0 2 1 1 0 64 6 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Swallow Rd Swallow Rd Dunbar Ave Dunbar Ave 15-min TotalUTLTTHRT Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.8%0.70 TOTAL 1.9%0.58 TH RT WB 1.7%0.49 NB 1.0%0.78 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 8.3%0.43 1 3 0 0000011 3 1 24 32 6N Dunbar Ave Swallow Rd Swallow Rd Dunbar AveSwallow Rd Dunbar Ave534TEV: 0.58PHF:760471142240155 20 124 299 870 296269719006 11 7 24 33 0 Garrett Strang 720-646-1008 garrett.strang@idax.com Rollins Consult LLC 41 January 11, 2023 Rollins Consult LLC 42 January 11, 2023 File Name : Dunbar & Horsetooth 11-15-22 Site Code : 00000161 Start Date : 11/15/2022 Page No : 1 North/South Street:Dunbar East/West Street:Horsetooth Time: AM ICU Number:161 Groups Printed- Unshifted Dunbar Southbound Horsetooth Westbound Dunbar Northbound Horsetooth Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 07:30 AM 11 0 20 31 4 61 0 65 0 0 0 0 0 134 9 143 239 07:45 AM 8 0 23 31 10 99 0 109 0 0 0 0 0 168 16 184 324 Total 19 0 43 62 14 160 0 174 0 0 0 0 0 302 25 327 563 08:00 AM 5 0 9 14 6 56 0 62 0 0 0 0 0 95 5 100 176 08:15 AM 5 0 11 16 11 67 0 78 0 0 0 0 0 98 17 115 209 Grand Total 29 0 63 92 31 283 0 314 0 0 0 0 0 495 47 542 948 Apprch %31.5 0 68.5 9.9 90.1 0 0 0 0 0 91.3 8.7 Total %3.1 0 6.6 9.7 3.3 29.9 0 33.1 0 0 0 0 0 52.2 5 57.2 Dunbar Horsetooth Horsetooth Dunbar Right 29 Thru 0 Left 63 InOut Total 78 92 170 Right31 Thru283 Left0 OutTotalIn558 314 872 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left47 Thru495 Right0 TotalOutIn312 542 854 11/15/2022 07:30 AM 11/15/2022 08:15 AM Unshifted North City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Peak Hour Turning Movement Count Rollins Consult LLC 43 January 11, 2023 File Name : Dunbar & Horsetooth 11-15-22 Site Code : 00000161 Start Date : 11/15/2022 Page No : 1 North/South Street:Dunbar East/West Street:Horsetooth Time: PM ICU Number:161 Groups Printed- Unshifted Dunbar Southbound Horsetooth Westbound Dunbar Northbound Horsetooth Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 04:30 PM 8 0 16 24 22 125 0 147 0 0 0 0 0 96 8 104 275 04:45 PM 6 0 18 24 14 97 0 111 0 0 0 0 0 101 9 110 245 Total 14 0 34 48 36 222 0 258 0 0 0 0 0 197 17 214 520 05:00 PM 8 0 6 14 22 110 0 132 0 0 0 0 0 91 9 100 246 05:15 PM 7 0 12 19 28 133 0 161 0 0 0 0 0 79 4 83 263 Grand Total 29 0 52 81 86 465 0 551 0 0 0 0 0 367 30 397 1029 Apprch %35.8 0 64.2 15.6 84.4 0 0 0 0 0 92.4 7.6 Total %2.8 0 5.1 7.9 8.4 45.2 0 53.5 0 0 0 0 0 35.7 2.9 38.6 Dunbar Horsetooth Horsetooth Dunbar Right 29 Thru 0 Left 52 InOut Total 116 81 197 Right86 Thru465 Left0 OutTotalIn419 551 970 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left30 Thru367 Right0 TotalOutIn494 397 891 11/15/2022 04:30 PM 11/15/2022 05:15 PM Unshifted North City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Peak Hour Turning Movement Count Rollins Consult LLC 44 January 11, 2023 File Name : Shields & Swallow 10-25-22 Site Code : 00000065 Start Date : 10/25/2022 Page No : 1 North/South Street: Shields East/West Street: Swallow Time: AM ICU Number: 65 Groups Printed- Unshifted Shields Southbound Swallow Westbound Shields Northbound Swallow Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 07:30 AM 8 251 6 265 9 5 15 29 15 285 18 318 23 6 12 41 653 07:45 AM 16 259 13 288 6 12 8 26 20 346 39 405 20 7 22 49 768 Total 24 510 19 553 15 17 23 55 35 631 57 723 43 13 34 90 1421 08:00 AM 19 217 13 249 7 8 10 25 14 217 35 266 24 8 11 43 583 08:15 AM 25 188 8 221 11 18 13 42 9 248 34 291 28 12 18 58 612 Grand Total 68 915 40 1023 33 43 46 122 58 1096 126 1280 95 33 63 191 2616 Apprch %6.6 89.4 3.9 27 35.2 37.7 4.5 85.6 9.8 49.7 17.3 33 Total %2.6 35 1.5 39.1 1.3 1.6 1.8 4.7 2.2 41.9 4.8 48.9 3.6 1.3 2.4 7.3 Shields Swallow Swallow Shields Right 68 Thru 915 Left 40 InOut Total 1192 1023 2215 Right33 Thru43 Left46 OutTotalIn131 122 253 Left 126 Thru 1096 Right 58 Out TotalIn 1056 1280 2336 Left63 Thru33 Right95 TotalOutIn237 191 428 10/25/2022 07:30 AM 10/25/2022 08:15 AM Unshifted North City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Peak Hour Turning Movement Count Rollins Consult LLC 45 January 11, 2023 File Name : Shields & Swallow 10-25-22 Site Code : 00000065 Start Date : 10/25/2022 Page No : 1 North/South Street: Shields East/West Street: Swallow Time: PM ICU Number: 65 Groups Printed- Unshifted Shields Southbound Swallow Westbound Shields Northbound Swallow Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 04:30 PM 17 261 20 298 10 10 11 31 16 264 17 297 20 12 15 47 673 04:45 PM 13 298 29 340 8 13 13 34 14 284 17 315 15 16 7 38 727 Total 30 559 49 638 18 23 24 65 30 548 34 612 35 28 22 85 1400 05:00 PM 19 385 23 427 15 22 19 56 13 278 18 309 17 6 6 29 821 05:15 PM 23 391 18 432 12 11 26 49 17 254 15 286 18 10 6 34 801 Grand Total 72 1335 90 1497 45 56 69 170 60 1080 67 1207 70 44 34 148 3022 Apprch %4.8 89.2 6 26.5 32.9 40.6 5 89.5 5.6 47.3 29.7 23 Total %2.4 44.2 3 49.5 1.5 1.9 2.3 5.6 2 35.7 2.2 39.9 2.3 1.5 1.1 4.9 Shields Swallow Swallow Shields Right 72 Thru 1335 Left 90 InOut Total 1159 1497 2656 Right45 Thru56 Left69 OutTotalIn194 170 364 Left 67 Thru 1080 Right 60 Out TotalIn 1474 1207 2681 Left34 Thru44 Right70 TotalOutIn195 148 343 10/25/2022 04:30 PM 10/25/2022 05:15 PM Unshifted North City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Peak Hour Turning Movement Count Rollins Consult LLC 46 January 11, 2023 AM SG 0 1 010 5 4 00 0 3 1 12 1 1 120 0 0 01 0 9 0 01 Record Numb AM 65 Shields Swallow Tuesday, October 25, 2022 1076 Page 1 of 3 Rollins Consult LLC 47 January 11, 2023 6 4 0 PM 70 0 1 00 0 3 3 20 2 0 140 1 0 21 0 5 1 11 PM Shields Swallow SG 65 Tuesday, October 25, 2022 Page 3 of 3 Rollins Consult LLC 48 January 11, 2023 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 1 1 0 1 0 3 20000020 0 0 Peak Hr 0 0 24 28 52 0 0 0 0 0 0 0 3Count Total 0 0 45 53 98 0 0 0 00000008:45 AM 0 0 7 4 11 0 0 0 1 0 0 0 8:30 AM 0 0 3 5 8 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 8 6 14 0 0 0 0 0 0 0 1 1 0 0 8:00 AM 0 0 10 12 22 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 2 5 7 0 0 0 0 0 0 0 0 0 10 13 0 EB WB NB SB Total East 7:45 AM 0 0 8 5 13 0 0 0 --2%HV%----- 0 0 7:15 AM 0 0 4 6 10 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 3 0 0 1,050 0 2 0 1,120000020 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total -0%-3%-2%--0% Peak Hour All 0 0 0 2 0 0 1,869 0 3 0 0 28 0 52 00000240 0 2,174 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 1 0 0 2,036 0 3,911 0 511 1,9052560002550000000 0 242 0 448 1,991 8:45 AM 0 0 0 0 0 0 0 204 0 1 436 2,144 8:30 AM 0 0 0 0 0 1 0 214 0 0 0 222 0000000 0 249 0 510 2,174 8:15 AM 0 0 0 0 0 0 0 261 0 0 597 2,006 8:00 AM 0 0 0 0 0 0 0 300 0 2 0 294 0000100 0 323 0 601 0 7:45 AM 0 0 0 0 0 0 0 278 0 0 466 0 7:30 AM 0 0 0 0 0 0 0 211 0 0 0 254 0000100 0 197 0 342 0 7:15 AM 0 0 0 0 0 0 0 145 0 07:00 AM 0 0 0 0 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Hull St Taft Hill Rd Taft Hill Rd 15-min TotalUTLTTHRT SB 2.5%0.87 TOTAL 2.4%0.90 TH RTUTLTTHRTUTLT WB 0.0%0.50 NB 2.3%0.88 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB -- Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AMN Taft Hill Rd Hull St Hull StTaft Hill RdTaft Hill Rd2,174TEV: 0.9PHF:1,12001,1221,05422 0 2 0 0 01,0501,0501,120000000 0 0 02 0Garrett Strang 720-646-1008 garrett.strang@idax.com Rollins Consult LLC 49 January 11, 2023 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 2 0 0 0 0 0 0 0 2 00000000 0 0 Peak Hr 0 0 23 8 31 0 0 0 0 0 0 0 2Count Total 0 0 35 26 61 0 0 0 00000005:45 PM 0 0 2 2 4 0 0 0 0 0 0 0 5:30 PM 0 0 1 4 5 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 4 2 6 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 5 2 7 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 10 2 12 0 0 0 0 0 0 0 0 0 8 15 0 EB WB NB SB Total East 4:45 PM 0 0 4 2 6 0 0 0 0%-2%HV%----- 0 0 4:15 PM 0 0 2 4 6 0 0 0 0 0 0 0 2 West North South 4:00 PM 0 0 7 0 0 1,235 0 0 2 1,226002011 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --0%1%-1%0%-0% Peak Hour All 0 0 0 1 2 0 2,365 0 1 0 0 8 0 31 00000230 0 2,467 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 3 0 4 2,293 0 4,669 0 507 2,2482710112340000000 0 247 0 563 2,389 5:45 PM 0 0 0 0 0 1 0 314 0 0 598 2,467 5:30 PM 0 0 0 0 0 1 0 304 0 0 0 294 0000000 2 290 0 580 2,463 5:15 PM 0 0 0 0 0 1 0 285 0 0 648 2,421 5:00 PM 0 0 0 0 0 2 0 340 0 0 0 308 0000000 0 334 0 641 0 4:45 PM 0 0 0 0 1 0 0 306 0 0 594 0 4:30 PM 0 0 0 0 0 0 0 293 0 0 1 300 0000000 0 286 0 538 0 4:15 PM 0 0 0 0 0 0 0 252 0 04:00 PM 0 0 0 0 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Hull St Taft Hill Rd Taft Hill Rd 15-min TotalUTLTTHRT SB 0.7%0.92 TOTAL 1.3%0.95 TH RTUTLTTHRTUTLT WB 0.0%0.38 NB 1.9%0.91 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB -- Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PMN Taft Hill Rd Hull St Hull StTaft Hill RdTaft Hill Rd2,467TEV: 0.95PHF:1,22621,2281,23601 2 3 2 0 01,2351,2361,229100000 0 0 00 0Garrett Strang 720-646-1008 garrett.strang@idax.com Rollins Consult LLC 50 January 11, 2023 Location:01_Swallow Rd W-O Dunbar Ave Date Range:12/7/2022 - 12/13/2022 Site Code:01 Time EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total 12:00 AM 0 0 0 ------------------0 0 0 1:00 AM 1 0 1 ------------------1 0 1 2:00 AM 0 0 0 ------------------0 0 0 3:00 AM 0 1 1 ------------------0 1 1 4:00 AM 2 0 2 ------------------2 0 2 5:00 AM 2 2 4 ------------------2 2 4 6:00 AM 8 1 9 ------------------8 1 9 7:00 AM 40 8 48 ------------------40 8 48 8:00 AM 38 12 50 ------------------38 12 50 9:00 AM 30 22 52 ------------------30 22 52 10:00 AM 16 9 25 ------------------16 9 25 11:00 AM 14 12 26 ------------------14 12 26 12:00 PM 18 20 38 ------------------18 20 38 1:00 PM 20 16 36 ------------------20 16 36 2:00 PM 17 19 36 ------------------17 19 36 3:00 PM 22 29 51 ------------------22 29 51 4:00 PM 27 33 60 ------------------27 33 60 5:00 PM 26 47 73 ------------------26 47 73 6:00 PM 12 27 39 ------------------12 27 39 7:00 PM 10 18 28 ------------------10 18 28 8:00 PM 3 17 20 ------------------3 17 20 9:00 PM 3 9 12 ------------------3 9 12 10:00 PM 2 6 8 ------------------2 6 8 11:00 PM 1 4 5 ------------------1 4 5 Total 312 312 624 ------------------312 312 624 Percent 50%50%-------------------50%50%- 1. Mid-week average includes data between Tuesday and Thursday. 12/13/202212/12/202212/11/202212/10/2022 Wednesday Thursday Friday 12/8/202212/7/2022 Mid-Week Average12/9/2022 Saturday Sunday Monday Tuesday Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Rollins Consult LLC 51 January 11, 2023 Appendix B - Level of Service Wor ksheets Rollins Consult LLC 52 January 11, 2023 EXISTING Rollins Consult LLC 53 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/10/2023 E[isting AM HXll Orchards 9:09 am 01/07/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 767 56 31 384 1 62 1 93 1 0 1 FXtXre VolXme (Yeh/h) 1 767 56 31 384 1 62 1 93 1 0 1 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 1.00 1.00 0.99 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 902 66 36 452 1 73 1 109 1 0 1 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 595 2029 148 347 2203 5 500 6 465 246 19 205 ArriYe On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.29 0.29 0.29 0.29 0.00 0.29 Sat FloZ, Yeh/h 938 3351 245 581 3638 8 1429 22 1579 632 65 697 Grp VolXme(Y), Yeh/h 1 478 490 36 221 232 74 0 109 2 0 0 Grp Sat FloZ(s),Yeh/h/ln 938 1777 1819 581 1777 1869 1450 0 1579 1393 0 0 Q SerYe(g_s), s 0.0 13.1 13.1 3.2 5.0 5.0 0.0 0.0 4.7 0.0 0.0 0.0 C\cle Q Clear(g_c), s 5.1 13.1 13.1 16.3 5.0 5.0 2.8 0.0 4.7 2.8 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.00 0.99 1.00 0.50 0.50 Lane Grp Cap(c), Yeh/h 595 1076 1102 347 1076 1132 506 0 465 470 0 0 V/C Ratio(X) 0.00 0.44 0.44 0.10 0.21 0.21 0.15 0.00 0.23 0.00 0.00 0.00 AYail Cap(c_a), Yeh/h 595 1076 1102 347 1076 1132 506 0 465 470 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 Dela\ (d), s/Yeh 9.1 9.6 9.6 14.0 8.0 8.0 23.4 0.0 24.1 22.4 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 1.3 1.3 0.6 0.4 0.4 0.6 0.0 1.2 0.0 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 5.0 5.1 0.5 1.9 2.0 1.2 0.0 1.9 0.0 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.1 10.9 10.9 14.6 8.4 8.4 24.0 0.0 25.2 22.5 0.0 0.0 LnGrp LOS A B B B A A C A C C A A Approach Vol, Yeh/h 969 489 183 2 Approach Dela\, s/Yeh 10.9 8.9 24.7 22.5 Approach LOS B A C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 31.0 59.0 31.0 59.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 26.5 54.5 26.5 54.5 Ma[ Q Clear Time (g_c+I1), s 6.7 15.1 4.8 18.3 Green E[t Time (p_c), s 0.7 7.7 0.0 3.4 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.8 HCM 6th LOS B Rollins Consult LLC 54 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/10/2023 E[isting PM HXll Orchards 10:44 am 01/07/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 622 71 78 932 1 152 0 95 3 1 2 FXtXre VolXme (Yeh/h) 1 622 71 78 932 1 152 0 95 3 1 2 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 0.99 0.99 0.99 0.98 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 669 76 84 1002 1 163 0 102 3 1 2 Peak HoXr Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 345 1979 225 449 2246 2 425 0 442 166 61 84 ArriYe On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.28 0.00 0.28 0.28 0.28 0.28 Sat FloZ, Yeh/h 561 3209 364 715 3643 4 1218 0 1562 375 216 296 Grp VolXme(Y), Yeh/h 1 370 375 84 489 514 163 0 102 6 0 0 Grp Sat FloZ(s),Yeh/h/ln 561 1777 1796 715 1777 1870 1218 0 1562 887 0 0 Q SerYe(g_s), s 0.1 9.1 9.1 5.8 13.1 13.1 0.0 0.0 4.5 0.0 0.0 0.0 C\cle Q Clear(g_c), s 13.2 9.1 9.1 14.9 13.1 13.1 12.2 0.0 4.5 12.3 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.00 1.00 1.00 0.50 0.33 Lane Grp Cap(c), Yeh/h 345 1096 1107 449 1096 1153 425 0 442 311 0 0 V/C Ratio(X) 0.00 0.34 0.34 0.19 0.45 0.45 0.38 0.00 0.23 0.02 0.00 0.00 AYail Cap(c_a), Yeh/h 345 1096 1107 449 1096 1153 425 0 442 311 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 Dela\ (d), s/Yeh 12.6 8.4 8.4 12.0 9.1 9.1 27.5 0.0 24.7 23.8 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.8 0.8 0.9 1.3 1.3 2.6 0.0 1.2 0.1 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 3.4 3.4 1.0 4.9 5.1 3.2 0.0 1.8 0.1 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 12.6 9.2 9.2 12.9 10.4 10.4 30.1 0.0 25.9 23.9 0.0 0.0 LnGrp LOS B A A B B B C A C C A A Approach Vol, Yeh/h 746 1087 265 6 Approach Dela\, s/Yeh 9.2 10.6 28.5 23.9 Approach LOS A B C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 30.0 60.0 30.0 60.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 25.5 55.5 25.5 55.5 Ma[ Q Clear Time (g_c+I1), s 14.2 15.2 14.3 16.9 Green E[t Time (p_c), s 0.9 5.5 0.0 9.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 12.4 HCM 6th LOS B Rollins Consult LLC 55 January 11, 2023 HCM 2010 AWSC 2: DXQbaU AYH & SZaOORZ RG 01/07/2023 Existing AM Hull Orchards 9:09 am 01/07/2023 S\nchro 11 Light Report RR Page 1 Intersection Intersection Dela\, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 11 22 3 13 5 45 4 63 48 48 30 1 Future Vol, veh/h 11 22 3 13 5 45 4 63 48 48 30 1 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heav\ Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 17 33 5 20 8 68 6 95 73 73 45 2 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Dela\ 8.5 8.1 8.4 8.5 HCM LOS A A A A Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 3% 100% 0% 100% 0% 61% Vol Thru, % 55% 0% 88% 0% 10% 38% Vol Right, % 42% 0% 12% 0% 90% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol b\ Lane 115 11 25 13 50 79 LT Vol 4 11 0 13 0 48 Through Vol 63 0 22 0 5 30 RT Vol 48 0 3 0 45 1 Lane Flow Rate 174 17 38 20 76 120 Geometr\ Grp 2 7 7 7 7 2 Degree of Util (X) 0.206 0.027 0.055 0.032 0.099 0.155 Departure Headwa\ (Hd) 4.258 5.858 5.269 5.82 4.682 4.662 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 843 612 680 616 765 770 Service Time 2.278 3.589 3.001 3.55 2.411 2.685 HCM Lane V/C Ratio 0.206 0.028 0.056 0.032 0.099 0.156 HCM Control Dela\ 8.4 8.8 8.3 8.7 7.9 8.5 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.8 0.1 0.2 0.1 0.3 0.5 Rollins Consult LLC 56 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/07/2023 Existing PM Hull Orchards 10:44 am 01/07/2023 S\nchro 11 Light Report RR Page 1 Intersection Intersection Dela\, s/veh 11.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 7 11 6 124 20 155 6 62 29 47 60 7 Future Vol, veh/h 7 11 6 124 20 155 6 62 29 47 60 7 Peak Hour Factor 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 Heav\ Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 19 10 214 34 267 10 107 50 81 103 12 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Dela\ 9.3 11.7 10.3 11 HCM LOS A B B B Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 6% 100% 0% 100% 0% 41% Vol Thru, % 64% 0% 65% 0% 11% 53% Vol Right, % 30% 0% 35% 0% 89% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol b\ Lane 97 7 17 124 175 114 LT Vol 6 7 0 124 0 47 Through Vol 62 0 11 0 20 60 RT Vol 29 0 6 0 155 7 Lane Flow Rate 167 12 29 214 302 197 Geometr\ Grp 2 7 7 7 7 2 Degree of Util (X) 0.252 0.023 0.049 0.364 0.419 0.304 Departure Headwa\ (Hd) 5.415 6.768 6.008 6.137 5.004 5.569 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 664 529 596 588 721 647 Service Time 3.444 4.504 3.744 3.859 2.726 3.596 HCM Lane V/C Ratio 0.252 0.023 0.049 0.364 0.419 0.304 HCM Control Dela\ 10.3 9.7 9.1 12.3 11.3 11 HCM Lane LOS B A A B B B HCM 95th-tile Q 1 0.1 0.2 1.7 2.1 1.3 Rollins Consult LLC 57 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/07/2023 E[isting AM HXll Orchards 9:09 am 01/07/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 47 495 283 31 63 29 FXtXre VolXme (Yeh/h) 47 495 283 31 63 29 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 64 678 388 42 86 40 Peak HoXr Factor 0.73 0.73 0.73 0.73 0.73 0.73 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 613 1237 1093 118 426 379 ArriYe On Green 0.66 0.66 0.66 0.66 0.24 0.24 Sat FloZ, Yeh/h 957 1870 1653 179 1781 1585 Grp VolXme(Y), Yeh/h 64 678 0 430 86 40 Grp Sat FloZ(s),Yeh/h/ln 957 1870 0 1832 1781 1585 Q SerYe(g_s), s 2.9 17.3 0.0 9.4 3.5 1.8 C\cle Q Clear(g_c), s 12.2 17.3 0.0 9.4 3.5 1.8 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), Yeh/h 613 1237 0 1211 426 379 V/C Ratio(X) 0.10 0.55 0.00 0.35 0.20 0.11 AYail Cap(c_a), Yeh/h 613 1237 0 1211 426 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 9.5 8.1 0.0 6.8 27.4 26.7 Incr Dela\ (d2), s/Yeh 0.3 1.8 0.0 0.8 1.1 0.6 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.6 6.5 0.0 3.4 1.6 0.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.8 9.9 0.0 7.6 28.5 27.3 LnGrp LOS A A A A C C Approach Vol, Yeh/h 742 430 126 Approach Dela\, s/Yeh 9.9 7.6 28.1 Approach LOS A A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 64.0 26.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 59.5 21.5 59.5 Ma[ Q Clear Time (g_c+I1), s 19.3 5.5 11.4 Green E[t Time (p_c), s 6.0 0.3 3.1 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.9 HCM 6th LOS B Rollins Consult LLC 58 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/07/2023 E[isting PM HXll Orchards 10:44 am 01/07/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 30 367 465 86 52 29 FXtXre VolXme (Yeh/h) 30 367 465 86 52 29 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 32 390 495 91 55 31 Peak HoXr Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 480 1216 994 183 445 396 ArriYe On Green 0.65 0.65 0.65 0.65 0.25 0.25 Sat FloZ, Yeh/h 829 1870 1529 281 1781 1585 Grp VolXme(Y), Yeh/h 32 390 0 586 55 31 Grp Sat FloZ(s),Yeh/h/ln 829 1870 0 1811 1781 1585 Q SerYe(g_s), s 1.9 8.3 0.0 15.1 2.2 1.3 C\cle Q Clear(g_c), s 16.9 8.3 0.0 15.1 2.2 1.3 Prop In Lane 1.00 0.16 1.00 1.00 Lane Grp Cap(c), Yeh/h 480 1216 0 1177 445 396 V/C Ratio(X) 0.07 0.32 0.00 0.50 0.12 0.08 AYail Cap(c_a), Yeh/h 480 1216 0 1177 445 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 12.5 7.0 0.0 8.2 26.1 25.8 Incr Dela\ (d2), s/Yeh 0.3 0.7 0.0 1.5 0.6 0.4 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.4 3.1 0.0 5.6 1.0 0.5 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 12.8 7.7 0.0 9.7 26.7 26.2 LnGrp LOS B A A A C C Approach Vol, Yeh/h 422 586 86 Approach Dela\, s/Yeh 8.1 9.7 26.5 Approach LOS A A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 63.0 27.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 58.5 22.5 58.5 Ma[ Q Clear Time (g_c+I1), s 18.9 4.2 17.1 Green E[t Time (p_c), s 2.9 0.2 4.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.4 HCM 6th LOS B Rollins Consult LLC 59 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/07/2023 E[isting AM HXll Orchards 9:09 am 01/07/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 63 33 95 46 43 33 126 1096 58 40 915 68 FXtXre VolXme (Yeh/h) 63 33 95 46 43 33 126 1096 58 40 915 68 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 74 39 112 54 51 39 148 1289 68 47 1076 80 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 293 209 175 291 195 160 366 1920 101 289 1802 134 ArriYe On Green 0.05 0.11 0.11 0.05 0.10 0.10 0.06 0.56 0.56 0.04 0.54 0.54 Sat FloZ, Yeh/h 1781 1870 1568 1781 1870 1538 1781 3429 181 1781 3353 249 Grp VolXme(Y), Yeh/h 74 39 112 54 51 39 148 667 690 47 570 586 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1568 1781 1870 1538 1781 1777 1833 1781 1777 1825 Q SerYe(g_s), s 2.7 1.4 5.1 2.0 1.9 1.7 2.7 19.7 19.8 0.8 16.3 16.3 C\cle Q Clear(g_c), s 2.7 1.4 5.1 2.0 1.9 1.7 2.7 19.7 19.8 0.8 16.3 16.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.14 Lane Grp Cap(c), Yeh/h 293 209 175 291 195 160 366 995 1026 289 955 981 V/C Ratio(X) 0.25 0.19 0.64 0.19 0.26 0.24 0.40 0.67 0.67 0.16 0.60 0.60 AYail Cap(c_a), Yeh/h 331 490 410 342 490 403 503 995 1026 341 955 981 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 27.7 30.0 31.7 27.8 30.7 30.7 9.0 11.6 11.6 9.3 11.7 11.7 Incr Dela\ (d2), s/Yeh 0.4 0.4 3.9 0.3 0.7 0.8 0.7 3.6 3.5 0.3 2.7 2.7 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 1.2 0.6 2.1 0.8 0.9 0.7 0.9 7.1 7.4 0.3 6.0 6.1 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 28.1 30.4 35.5 28.1 31.4 31.4 9.7 15.1 15.1 9.5 14.5 14.4 LnGrp LOS C C D C C C A B B A B B Approach Vol, Yeh/h 225 144 1505 1203 Approach Dela\, s/Yeh 32.2 30.2 14.6 14.3 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.6 46.2 7.9 12.8 9.3 44.5 8.4 12.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 5.3 41.7 5.5 19.5 10.5 36.5 5.5 19.5 Ma[ Q Clear Time (g_c+I1), s 2.8 21.8 4.0 7.1 4.7 18.3 4.7 3.9 Green E[t Time (p_c), s 0.0 9.0 0.0 0.4 0.2 7.1 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 16.5 HCM 6th LOS B Rollins Consult LLC 60 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/07/2023 E[isting PM HXll Orchards 10:44 am 01/07/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 34 44 70 69 56 45 67 1080 60 90 1335 72 FXtXre VolXme (Yeh/h) 34 44 70 69 56 45 67 1080 60 90 1335 72 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 37 48 76 75 61 49 73 1174 65 98 1451 78 Peak HoXr 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 HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 242 188 154 258 221 182 268 2109 117 346 2128 114 ArriYe On Green 0.03 0.10 0.10 0.05 0.12 0.12 0.04 0.62 0.62 0.05 0.62 0.62 Sat FloZ, Yeh/h 1781 1870 1533 1781 1870 1541 1781 3418 189 1781 3430 184 Grp VolXme(Y), Yeh/h 37 48 76 75 61 49 73 610 629 98 750 779 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1533 1781 1870 1541 1781 1777 1831 1781 1777 1837 Q SerYe(g_s), s 1.8 2.3 4.6 3.6 2.9 2.8 1.4 19.5 19.6 1.9 27.0 27.3 C\cle Q Clear(g_c), s 1.8 2.3 4.6 3.6 2.9 2.8 1.4 19.5 19.6 1.9 27.0 27.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.10 Lane Grp Cap(c), Yeh/h 242 188 154 258 221 182 268 1096 1130 346 1103 1140 V/C Ratio(X) 0.15 0.26 0.49 0.29 0.28 0.27 0.27 0.56 0.56 0.28 0.68 0.68 AYail Cap(c_a), Yeh/h 281 347 285 276 359 296 327 1096 1130 427 1103 1140 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 37.4 40.5 41.5 36.7 39.2 39.1 10.6 10.9 10.9 8.3 12.1 12.2 Incr Dela\ (d2), s/Yeh 0.3 0.7 2.4 0.6 0.7 0.8 0.5 2.0 2.0 0.4 3.4 3.3 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.8 1.1 1.8 1.6 1.4 1.1 0.5 7.1 7.4 0.6 10.1 10.5 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 37.7 41.2 43.9 37.4 39.8 39.9 11.1 12.9 12.9 8.8 15.5 15.5 LnGrp LOS D D D D D D B B B A B B Approach Vol, Yeh/h 161 185 1312 1627 Approach Dela\, s/Yeh 41.7 38.9 12.8 15.1 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 9.1 64.7 9.4 14.3 8.8 65.0 7.7 16.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 9.1 58.9 5.9 18.1 7.5 60.5 5.3 18.7 Ma[ Q Clear Time (g_c+I1), s 3.9 21.6 5.6 6.6 3.4 29.3 3.8 4.9 Green E[t Time (p_c), s 0.1 10.0 0.0 0.3 0.0 13.2 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 16.8 HCM 6th LOS B Rollins Consult LLC 61 January 11, 2023 HCM 6Wh TWSC 5: TafW HLOO Rd & HXOO SW 01/07/2023 Existing AM Hull Orchards 9:09 am 01/07/2023 Synchro 11 Light Report RR Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 1050 0 2 1120 Future Vol, veh/h 0 2 1050 0 2 1120 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channeli]ed - None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2 1167 0 2 1244 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1793 584 0 0 1167 0 Stage 1 1167 - - - - - Stage 2 626 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 72 455 - - 594 - Stage 1 258 - - - - - Stage 2 495 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 72 455 - - 594 - Mov Cap-2 Maneuver 72 - - - - - Stage 1 258 - - - - - Stage 2 494 - - - - - Approach WB NB SB HCM Control Delay, s 13 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 455 594 - HCM Lane V/C Ratio - - 0.005 0.004 - HCM Control Delay (s) - - 13 11.1 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 0 0 - Rollins Consult LLC 62 January 11, 2023 HCM 6Wh TWSC 5: TafW HLOO Rd & HXOO SW 01/10/2023 Existing PM Hull Orchards 10:44 am 01/07/2023 Synchro 11 Light Report RR Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 1 1235 0 2 1226 Future Vol, veh/h 2 1 1235 0 2 1226 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channeli]ed - None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 1 1300 0 2 1291 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1950 650 0 0 1300 0 Stage 1 1300 - - - - - Stage 2 650 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 56 412 - - 529 - Stage 1 219 - - - - - Stage 2 481 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 56 412 - - 529 - Mov Cap-2 Maneuver 56 - - - - - Stage 1 219 - - - - - Stage 2 479 - - - - - Approach WB NB SB HCM Control Delay, s 52.5 0 0 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 79 529 - HCM Lane V/C Ratio - - 0.04 0.004 - HCM Control Delay (s) - - 52.5 11.8 - HCM Lane LOS - - F B - HCM 95th %tile Q(veh) - - 0.1 0 - Rollins Consult LLC 63 January 11, 2023 BACKGROUND 2025 Without Hull Street Connection Rollins Consult LLC 64 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 AM BackgroXnd 2025 WithoXt Connection to Taft Hill HXll Orchards 5:53 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 813 56 31 407 1 62 1 93 1 1 1 FXtXre VolXme (Yeh/h) 1 813 56 31 407 1 62 1 93 1 1 1 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 1.00 1.00 0.99 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 956 66 36 479 1 73 1 109 1 1 1 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 579 2038 141 328 2203 5 489 6 465 182 180 154 ArriYe On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.29 0.29 0.29 0.29 0.29 0.29 Sat FloZ, Yeh/h 915 3366 232 552 3638 8 1391 21 1579 435 612 524 Grp VolXme(Y), Yeh/h 1 505 517 36 234 246 74 0 109 3 0 0 Grp Sat FloZ(s),Yeh/h/ln 915 1777 1822 552 1777 1869 1412 0 1579 1571 0 0 Q SerYe(g_s), s 0.0 14.1 14.1 3.5 5.4 5.4 3.4 0.0 4.7 0.0 0.0 0.0 C\cle Q Clear(g_c), s 5.4 14.1 14.1 17.5 5.4 5.4 3.5 0.0 4.7 0.1 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.00 0.99 1.00 0.33 0.33 Lane Grp Cap(c), Yeh/h 579 1076 1103 328 1076 1132 495 0 465 516 0 0 V/C Ratio(X) 0.00 0.47 0.47 0.11 0.22 0.22 0.15 0.00 0.23 0.01 0.00 0.00 AYail Cap(c_a), Yeh/h 579 1076 1103 328 1076 1132 495 0 465 516 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 Dela\ (d), s/Yeh 9.3 9.8 9.8 14.6 8.1 8.1 23.6 0.0 24.1 22.4 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 1.5 1.4 0.7 0.5 0.4 0.6 0.0 1.2 0.0 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 5.3 5.5 0.5 2.0 2.1 1.2 0.0 1.9 0.0 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.3 11.2 11.2 15.3 8.5 8.5 24.3 0.0 25.2 22.5 0.0 0.0 LnGrp LOS A B B B A A C A C C A A Approach Vol, Yeh/h 1023 516 183 3 Approach Dela\, s/Yeh 11.2 9.0 24.8 22.5 Approach LOS B A C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 31.0 59.0 31.0 59.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 26.5 54.5 26.5 54.5 Ma[ Q Clear Time (g_c+I1), s 6.7 16.1 2.1 19.5 Green E[t Time (p_c), s 0.7 8.3 0.0 3.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 12.0 HCM 6th LOS B Rollins Consult LLC 65 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 PM BackgroXnd 2025 WithoXt Taft Hill Connections HXll Orchards 6:01 am 01/08/2023 RR S\nchro 11 Light Report Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 659 71 78 988 1 152 1 95 3 1 2 FXtXre VolXme (Yeh/h) 1 659 71 78 988 1 152 1 95 3 1 2 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 0.99 0.99 0.99 0.98 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 709 76 84 1062 1 163 1 102 3 1 2 Peak HoXr Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 324 1992 213 431 2247 2 423 2 442 166 61 84 ArriYe On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.28 0.28 0.28 0.28 0.28 0.28 Sat FloZ, Yeh/h 531 3230 346 689 3643 3 1212 8 1562 374 216 295 Grp VolXme(Y), Yeh/h 1 390 395 84 518 545 164 0 102 6 0 0 Grp Sat FloZ(s),Yeh/h/ln 531 1777 1799 689 1777 1870 1220 0 1562 884 0 0 Q SerYe(g_s), s 0.1 9.7 9.7 6.1 14.2 14.2 0.0 0.0 4.5 0.0 0.0 0.0 C\cle Q Clear(g_c), s 14.3 9.7 9.7 15.8 14.2 14.2 12.3 0.0 4.5 12.3 0.0 0.0 Prop In Lane 1.00 0.19 1.00 0.00 0.99 1.00 0.50 0.33 Lane Grp Cap(c), Yeh/h 324 1096 1110 431 1096 1153 425 0 442 311 0 0 V/C Ratio(X) 0.00 0.36 0.36 0.20 0.47 0.47 0.39 0.00 0.23 0.02 0.00 0.00 AYail Cap(c_a), Yeh/h 324 1096 1110 431 1096 1153 425 0 442 311 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 Dela\ (d), s/Yeh 13.2 8.5 8.5 12.4 9.3 9.3 27.5 0.0 24.7 23.8 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.9 0.9 1.0 1.5 1.4 2.6 0.0 1.2 0.1 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 3.6 3.7 1.0 5.3 5.6 3.2 0.0 1.8 0.1 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.2 9.4 9.4 13.4 10.8 10.7 30.1 0.0 25.9 23.9 0.0 0.0 LnGrp LOS B A A B B B C A C C A A Approach Vol, Yeh/h 786 1147 266 6 Approach Dela\, s/Yeh 9.4 11.0 28.5 23.9 Approach LOS A B C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 30.0 60.0 30.0 60.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 25.5 55.5 25.5 55.5 Ma[ Q Clear Time (g_c+I1), s 14.3 16.3 14.3 17.8 Green E[t Time (p_c), s 0.9 5.8 0.0 9.8 Intersection SXmmar\ HCM 6th Ctrl Dela\ 12.5 HCM 6th LOS B Rollins Consult LLC 66 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 AM Background 2025 Without Connection to Taft Hill Hull Orchards 5:53 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 11 22 3 13 5 45 4 63 48 48 30 1 Future Vol, veh/h 11 22 3 13 5 45 4 63 48 48 30 1 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 17 33 5 20 8 68 6 95 73 73 45 2 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.5 8.1 8.4 8.5 HCM LOS A A A A Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 3% 100% 0% 100% 0% 61% Vol Thru, % 55% 0% 88% 0% 10% 38% Vol Right, % 42% 0% 12% 0% 90% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 115 11 25 13 50 79 LT Vol 4 11 0 13 0 48 Through Vol 63 0 22 0 5 30 RT Vol 48 0 3 0 45 1 Lane Flow Rate 174 17 38 20 76 120 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.206 0.027 0.055 0.032 0.099 0.155 Departure Headway (Hd) 4.258 5.858 5.269 5.82 4.682 4.662 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 843 612 680 616 765 770 Service Time 2.278 3.589 3.001 3.55 2.411 2.685 HCM Lane V/C Ratio 0.206 0.028 0.056 0.032 0.099 0.156 HCM Control Delay 8.4 8.8 8.3 8.7 7.9 8.5 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.8 0.1 0.2 0.1 0.3 0.5 Rollins Consult LLC 67 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 PM Background 2025 Without Taft Hill Connections Hull Orchards 6:01 am 01/08/2023 RR Synchro 11 Light Report Page 1 Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 7 11 6 124 20 155 6 62 29 47 60 7 Future Vol, veh/h 7 11 6 124 20 155 6 62 29 47 60 7 Peak Hour Factor 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 19 10 214 34 267 10 107 50 81 103 12 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.3 11.7 10.3 11 HCM LOS A B B B Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 6% 100% 0% 100% 0% 41% Vol Thru, % 64% 0% 65% 0% 11% 53% Vol Right, % 30% 0% 35% 0% 89% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 97 7 17 124 175 114 LT Vol 6 7 0 124 0 47 Through Vol 62 0 11 0 20 60 RT Vol 29 0 6 0 155 7 Lane Flow Rate 167 12 29 214 302 197 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.252 0.023 0.049 0.364 0.419 0.304 Departure Headway (Hd) 5.415 6.768 6.008 6.137 5.004 5.569 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 664 529 596 588 721 647 Service Time 3.444 4.504 3.744 3.859 2.726 3.596 HCM Lane V/C Ratio 0.252 0.023 0.049 0.364 0.419 0.304 HCM Control Delay 10.3 9.7 9.1 12.3 11.3 11 HCM Lane LOS B A A B B B HCM 95th-tile Q 1 0.1 0.2 1.7 2.1 1.3 Rollins Consult LLC 68 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 AM BackgroXnd 2025 WithoXt Connection to Taft Hill HXll Orchards 5:53 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 47 525 300 31 63 29 FXtXre VolXme (Yeh/h) 47 525 300 31 63 29 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 64 719 411 42 86 40 Peak HoXr Factor 0.73 0.73 0.73 0.73 0.73 0.73 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 595 1237 1100 112 426 379 ArriYe On Green 0.66 0.66 0.66 0.66 0.24 0.24 Sat FloZ, Yeh/h 937 1870 1664 170 1781 1585 Grp VolXme(Y), Yeh/h 64 719 0 453 86 40 Grp Sat FloZ(s),Yeh/h/ln 937 1870 0 1834 1781 1585 Q SerYe(g_s), s 3.0 19.0 0.0 10.0 3.5 1.8 C\cle Q Clear(g_c), s 13.0 19.0 0.0 10.0 3.5 1.8 Prop In Lane 1.00 0.09 1.00 1.00 Lane Grp Cap(c), Yeh/h 595 1237 0 1213 426 379 V/C Ratio(X) 0.11 0.58 0.00 0.37 0.20 0.11 AYail Cap(c_a), Yeh/h 595 1237 0 1213 426 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 9.8 8.4 0.0 6.9 27.4 26.7 Incr Dela\ (d2), s/Yeh 0.4 2.0 0.0 0.9 1.1 0.6 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.6 7.2 0.0 3.6 1.6 0.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 10.1 10.4 0.0 7.7 28.5 27.3 LnGrp LOS B B A A C C Approach Vol, Yeh/h 783 453 126 Approach Dela\, s/Yeh 10.4 7.7 28.1 Approach LOS B A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 64.0 26.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 59.5 21.5 59.5 Ma[ Q Clear Time (g_c+I1), s 21.0 5.5 12.0 Green E[t Time (p_c), s 6.5 0.3 3.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.1 HCM 6th LOS B Rollins Consult LLC 69 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 PM BackgroXnd 2025 WithoXt Taft Hill Connections HXll Orchards 6:01 am 01/08/2023 RR S\nchro 11 Light Report Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 30 389 493 86 52 29 FXtXre VolXme (Yeh/h) 30 389 493 86 52 29 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 32 414 524 91 55 31 Peak HoXr Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 460 1216 1004 174 445 396 ArriYe On Green 0.65 0.65 0.65 0.65 0.25 0.25 Sat FloZ, Yeh/h 807 1870 1545 268 1781 1585 Grp VolXme(Y), Yeh/h 32 414 0 615 55 31 Grp Sat FloZ(s),Yeh/h/ln 807 1870 0 1813 1781 1585 Q SerYe(g_s), s 2.0 9.0 0.0 16.2 2.2 1.3 C\cle Q Clear(g_c), s 18.1 9.0 0.0 16.2 2.2 1.3 Prop In Lane 1.00 0.15 1.00 1.00 Lane Grp Cap(c), Yeh/h 460 1216 0 1179 445 396 V/C Ratio(X) 0.07 0.34 0.00 0.52 0.12 0.08 AYail Cap(c_a), Yeh/h 460 1216 0 1179 445 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 13.1 7.1 0.0 8.3 26.1 25.8 Incr Dela\ (d2), s/Yeh 0.3 0.8 0.0 1.7 0.6 0.4 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.4 3.4 0.0 6.0 1.0 0.5 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.4 7.8 0.0 10.0 26.7 26.2 LnGrp LOS B A A A C C Approach Vol, Yeh/h 446 615 86 Approach Dela\, s/Yeh 8.2 10.0 26.5 Approach LOS A A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 63.0 27.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 58.5 22.5 58.5 Ma[ Q Clear Time (g_c+I1), s 20.1 4.2 18.2 Green E[t Time (p_c), s 3.1 0.2 5.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.6 HCM 6th LOS B Rollins Consult LLC 70 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 AM BackgroXnd 2025 WithoXt Connection to Taft Hill HXll Orchards 5:53 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 63 33 95 46 43 33 126 1162 58 40 970 68 FXtXre VolXme (Yeh/h) 63 33 95 46 43 33 126 1162 58 40 970 68 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 74 39 112 54 51 39 148 1367 68 47 1141 80 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 293 209 175 291 195 160 348 1926 96 271 1811 127 ArriYe On Green 0.05 0.11 0.11 0.05 0.10 0.10 0.06 0.56 0.56 0.04 0.54 0.54 Sat FloZ, Yeh/h 1781 1870 1568 1781 1870 1538 1781 3441 171 1781 3368 236 Grp VolXme(Y), Yeh/h 74 39 112 54 51 39 148 704 731 47 601 620 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1568 1781 1870 1538 1781 1777 1835 1781 1777 1828 Q SerYe(g_s), s 2.7 1.4 5.1 2.0 1.9 1.7 2.7 21.5 21.7 0.8 17.6 17.7 C\cle Q Clear(g_c), s 2.7 1.4 5.1 2.0 1.9 1.7 2.7 21.5 21.7 0.8 17.6 17.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.13 Lane Grp Cap(c), Yeh/h 293 209 175 291 195 160 348 995 1027 271 955 982 V/C Ratio(X) 0.25 0.19 0.64 0.19 0.26 0.24 0.43 0.71 0.71 0.17 0.63 0.63 AYail Cap(c_a), Yeh/h 331 490 410 342 490 403 485 995 1027 323 955 982 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 27.7 30.0 31.7 27.8 30.7 30.7 9.5 12.0 12.0 9.9 12.0 12.1 Incr Dela\ (d2), s/Yeh 0.4 0.4 3.9 0.3 0.7 0.8 0.8 4.3 4.2 0.3 3.1 3.1 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 1.2 0.6 2.1 0.8 0.9 0.7 0.9 7.9 8.2 0.3 6.5 6.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 28.1 30.4 35.5 28.1 31.4 31.4 10.4 16.2 16.2 10.2 15.2 15.1 LnGrp LOS C C D C C C B B B B B B Approach Vol, Yeh/h 225 144 1583 1268 Approach Dela\, s/Yeh 32.2 30.2 15.6 15.0 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.6 46.2 7.9 12.8 9.3 44.5 8.4 12.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 5.3 41.7 5.5 19.5 10.5 36.5 5.5 19.5 Ma[ Q Clear Time (g_c+I1), s 2.8 23.7 4.0 7.1 4.7 19.7 4.7 3.9 Green E[t Time (p_c), s 0.0 9.2 0.0 0.4 0.2 7.3 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.2 HCM 6th LOS B Rollins Consult LLC 71 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 PM BackgroXnd 2025 WithoXt Taft Hill Connections HXll Orchards 6:01 am 01/08/2023 RR S\nchro 11 Light Report Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 34 44 70 69 56 45 67 1145 60 90 1415 72 FXtXre VolXme (Yeh/h) 34 44 70 69 56 45 67 1145 60 90 1415 72 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 37 48 76 75 61 49 73 1245 65 98 1538 78 Peak HoXr 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 HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 242 188 154 258 221 182 250 2117 110 326 2135 108 ArriYe On Green 0.03 0.10 0.10 0.05 0.12 0.12 0.04 0.62 0.62 0.05 0.62 0.62 Sat FloZ, Yeh/h 1781 1870 1533 1781 1870 1541 1781 3431 179 1781 3442 174 Grp VolXme(Y), Yeh/h 37 48 76 75 61 49 73 644 666 98 791 825 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1533 1781 1870 1541 1781 1777 1833 1781 1777 1839 Q SerYe(g_s), s 1.8 2.3 4.6 3.6 2.9 2.8 1.4 21.2 21.3 1.9 29.7 30.1 C\cle Q Clear(g_c), s 1.8 2.3 4.6 3.6 2.9 2.8 1.4 21.2 21.3 1.9 29.7 30.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.09 Lane Grp Cap(c), Yeh/h 242 188 154 258 221 182 250 1096 1131 326 1103 1141 V/C Ratio(X) 0.15 0.26 0.49 0.29 0.28 0.27 0.29 0.59 0.59 0.30 0.72 0.72 AYail Cap(c_a), Yeh/h 281 347 285 276 359 296 308 1096 1131 407 1103 1141 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 37.4 40.5 41.5 36.7 39.2 39.1 11.8 11.2 11.2 8.8 12.7 12.7 Incr Dela\ (d2), s/Yeh 0.3 0.7 2.4 0.6 0.7 0.8 0.6 2.3 2.3 0.5 4.0 4.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.8 1.1 1.8 1.6 1.4 1.1 0.5 7.8 8.1 0.6 11.1 11.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 37.7 41.2 43.9 37.4 39.8 39.9 12.4 13.5 13.5 9.4 16.7 16.7 LnGrp LOS D D D D D D B B B A B B Approach Vol, Yeh/h 161 185 1383 1714 Approach Dela\, s/Yeh 41.7 38.9 13.4 16.3 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 9.1 64.7 9.4 14.3 8.8 65.0 7.7 16.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 9.1 58.9 5.9 18.1 7.5 60.5 5.3 18.7 Ma[ Q Clear Time (g_c+I1), s 3.9 23.3 5.6 6.6 3.4 32.1 3.8 4.9 Green E[t Time (p_c), s 0.1 10.8 0.0 0.3 0.0 13.8 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.5 HCM 6th LOS B Rollins Consult LLC 72 January 11, 2023 HCM 6Wh TWSC 5: TafW HLOO Rd & HXOO SW 01/08/2023 AM BDFNJURXQG 2025 :LWKRXW CRQQHFWLRQ WR 7DIW HLOO HXOO OUFKDUGV 5:53 DP 01/08/2023 6\QFKUR 11 LLJKW 5HSRUW 55 3DJH 1 IQWHUVHFWLRQ IQW DHOD\, V/YHK 0 MRYHPHQW :BL :B5 NB7 NB5 6BL 6B7 LDQH CRQILJXUDWLRQV 7UDIILF 9RO, YHK/K 0 2 1113 0 2 1187 FXWXUH 9RO, YHK/K 0 2 1113 0 2 1187 CRQIOLFWLQJ 3HGV, #/KU 0 0 0 0 0 0 6LJQ CRQWURO 6WRS 6WRS FUHH FUHH FUHH FUHH 57 CKDQQHOL]HG - 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NRQH - NRQH - NRQH 6WRUDJH LHQJWK 0 - - - 0 - 9HK LQ MHGLDQ 6WRUDJH, # 0 - 0 - - 0 GUDGH, % 0 - 0 - - 0 3HDN HRXU FDFWRU 95 95 95 95 95 95 HHDY\ 9HKLFOHV, % 2 2 2 2 2 2 MYPW FORZ 2 1 1378 0 2 1368 MDMRU/MLQRU MLQRU1 MDMRU1 MDMRU2 CRQIOLFWLQJ FORZ AOO 2066 689 0 0 1378 0 6WDJH 1 1378 - - - - - 6WDJH 2 688 - - - - - CULWLFDO HGZ\ 6.84 6.94 - - 4.14 - CULWLFDO HGZ\ 6WJ 1 5.84 - - - - - CULWLFDO HGZ\ 6WJ 2 5.84 - - - - - FROORZ-XS HGZ\ 3.52 3.32 - - 2.22 - 3RW CDS-1 MDQHXYHU 47 388 - - 493 - 6WDJH 1 199 - - - - - 6WDJH 2 460 - - - - - 3ODWRRQ EORFNHG, % - - - MRY CDS-1 MDQHXYHU 47 388 - - 493 - MRY CDS-2 MDQHXYHU 47 - - - - - 6WDJH 1 199 - - - - - 6WDJH 2 458 - - - - - ASSURDFK :B NB 6B HCM CRQWURO DHOD\, V 62.3 0 0 HCM LO6 F MLQRU LDQH/MDMRU MYPW NB7 NB5:BLQ1 6BL 6B7 CDSDFLW\ (YHK/K) - - 66 493 - HCM LDQH 9/C 5DWLR - - 0.048 0.004 - HCM CRQWURO DHOD\ (V) - - 62.3 12.3 - HCM LDQH LO6 - - F B - HCM 95WK %WLOH 4(YHK) - - 0.1 0 - Rollins Consult LLC 74 January 11, 2023 BACKGROUND 2025 With Hull Street Connection Rollins Consult LLC 75 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 AM BackgroXnd 2025 WITH Connection to Taft Hill HXll Orchards 8:03 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 813 28 31 407 1 39 1 93 1 1 1 FXtXre VolXme (Yeh/h) 1 813 28 31 407 1 39 1 93 1 1 1 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 1.00 1.00 0.99 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 956 33 36 479 1 46 1 109 1 1 1 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 579 2120 73 340 2203 5 486 10 465 182 180 154 ArriYe On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.29 0.29 0.29 0.29 0.29 0.29 Sat FloZ, Yeh/h 915 3501 121 569 3638 8 1381 33 1579 435 612 524 Grp VolXme(Y), Yeh/h 1 485 504 36 234 246 47 0 109 3 0 0 Grp Sat FloZ(s),Yeh/h/ln 915 1777 1845 569 1777 1869 1415 0 1579 1571 0 0 Q SerYe(g_s), s 0.0 13.3 13.3 3.3 5.4 5.4 2.0 0.0 4.7 0.0 0.0 0.0 C\cle Q Clear(g_c), s 5.4 13.3 13.3 16.6 5.4 5.4 2.2 0.0 4.7 0.1 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.00 0.98 1.00 0.33 0.33 Lane Grp Cap(c), Yeh/h 579 1076 1117 340 1076 1132 496 0 465 516 0 0 V/C Ratio(X) 0.00 0.45 0.45 0.11 0.22 0.22 0.09 0.00 0.23 0.01 0.00 0.00 AYail Cap(c_a), Yeh/h 579 1076 1117 340 1076 1132 496 0 465 516 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 Dela\ (d), s/Yeh 9.3 9.6 9.6 14.1 8.1 8.1 23.2 0.0 24.1 22.4 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 1.4 1.3 0.6 0.5 0.4 0.4 0.0 1.2 0.0 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 5.1 5.2 0.5 2.0 2.1 0.8 0.0 1.9 0.0 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.3 11.0 10.9 14.8 8.5 8.5 23.5 0.0 25.2 22.5 0.0 0.0 LnGrp LOS A B B B A A C A C C A A Approach Vol, Yeh/h 990 516 156 3 Approach Dela\, s/Yeh 11.0 9.0 24.7 22.5 Approach LOS B A C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 31.0 59.0 31.0 59.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 26.5 54.5 26.5 54.5 Ma[ Q Clear Time (g_c+I1), s 6.7 15.3 2.1 18.6 Green E[t Time (p_c), s 0.5 7.9 0.0 3.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.7 HCM 6th LOS B Rollins Consult LLC 76 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 PM BackgroXnd 2025 WITH Taft Hill Connection HXll Orchards 8:20 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 659 35 78 988 1 76 1 95 3 1 2 FXtXre VolXme (Yeh/h) 1 659 35 78 988 1 76 1 95 3 1 2 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 0.98 0.99 0.99 0.98 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 709 38 84 1062 1 82 1 102 3 1 2 Peak HoXr Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 324 2113 113 449 2247 2 480 5 442 238 85 131 ArriYe On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.28 0.28 0.28 0.28 0.28 0.28 Sat FloZ, Yeh/h 531 3426 184 714 3643 3 1415 19 1562 628 301 464 Grp VolXme(Y), Yeh/h 1 368 379 84 518 545 83 0 102 6 0 0 Grp Sat FloZ(s),Yeh/h/ln 531 1777 1833 714 1777 1870 1434 0 1562 1392 0 0 Q SerYe(g_s), s 0.1 9.0 9.0 5.8 14.2 14.2 0.0 0.0 4.5 0.0 0.0 0.0 C\cle Q Clear(g_c), s 14.3 9.0 9.0 14.8 14.2 14.2 3.2 0.0 4.5 3.2 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.00 0.99 1.00 0.50 0.33 Lane Grp Cap(c), Yeh/h 324 1096 1130 449 1096 1153 486 0 442 454 0 0 V/C Ratio(X) 0.00 0.34 0.34 0.19 0.47 0.47 0.17 0.00 0.23 0.01 0.00 0.00 AYail Cap(c_a), Yeh/h 324 1096 1130 449 1096 1153 486 0 442 454 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 Dela\ (d), s/Yeh 13.2 8.3 8.3 11.9 9.3 9.3 24.3 0.0 24.7 23.2 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.8 0.8 0.9 1.5 1.4 0.8 0.0 1.2 0.1 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 3.3 3.4 1.0 5.3 5.6 1.4 0.0 1.8 0.1 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.2 9.2 9.1 12.8 10.8 10.7 25.0 0.0 25.9 23.3 0.0 0.0 LnGrp LOS B A A B B B C A C C A A Approach Vol, Yeh/h 748 1147 185 6 Approach Dela\, s/Yeh 9.2 10.9 25.5 23.3 Approach LOS A B C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 30.0 60.0 30.0 60.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 25.5 55.5 25.5 55.5 Ma[ Q Clear Time (g_c+I1), s 6.5 16.3 5.2 16.8 Green E[t Time (p_c), s 0.7 5.4 0.0 9.8 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.6 HCM 6th LOS B Rollins Consult LLC 77 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 AM Background 2025 WITH Connection to Taft Hill Hull Orchards 8:03 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 11 55 14 9 32 22 4 63 32 31 19 1 Future Vol, veh/h 11 55 14 9 32 22 4 63 32 31 19 1 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 17 83 21 14 48 33 6 95 48 47 29 2 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.7 8.3 8.5 8.4 HCM LOS A A A A Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 4% 100% 0% 100% 0% 61% Vol Thru, % 64% 0% 80% 0% 59% 37% Vol Right, % 32% 0% 20% 0% 41% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 99 11 69 9 54 51 LT Vol 4 11 0 9 0 31 Through Vol 63 0 55 0 32 19 RT Vol 32 0 14 0 22 1 Lane Flow Rate 150 17 105 14 82 77 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.185 0.026 0.147 0.022 0.113 0.103 Departure Headway (Hd) 4.439 5.716 5.07 5.745 4.954 4.813 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 809 626 707 623 723 745 Service Time 2.464 3.448 2.802 3.477 2.686 2.842 HCM Lane V/C Ratio 0.185 0.027 0.149 0.022 0.113 0.103 HCM Control Delay 8.5 8.6 8.7 8.6 8.3 8.4 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.7 0.1 0.5 0.1 0.4 0.3 Rollins Consult LLC 78 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 PM Background 2025 WITH Taft Hill Connection Hull Orchards 8:20 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 7 36 25 114 106 79 6 62 19 32 41 5 Future Vol, veh/h 7 36 25 114 106 79 6 62 19 32 41 5 Peak Hour Factor 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 62 43 197 183 136 10 107 33 55 71 9 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.6 12.1 10.3 10.4 HCM LOS A B B B Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 7% 100% 0% 100% 0% 41% Vol Thru, % 71% 0% 59% 0% 57% 53% Vol Right, % 22% 0% 41% 0% 43% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 7 61 114 185 78 LT Vol 6 7 0 114 0 32 Through Vol 62 0 36 0 106 41 RT Vol 19 0 25 0 79 5 Lane Flow Rate 150 12 105 197 319 134 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.232 0.022 0.168 0.33 0.463 0.215 Departure Headway (Hd) 5.577 6.542 5.743 6.037 5.23 5.762 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 644 548 625 598 689 624 Service Time 3.608 4.273 3.474 3.757 2.95 3.794 HCM Lane V/C Ratio 0.233 0.022 0.168 0.329 0.463 0.215 HCM Control Delay 10.3 9.4 9.6 11.7 12.4 10.4 HCM Lane LOS B A A B B B HCM 95th-tile Q 0.9 0.1 0.6 1.4 2.5 0.8 Rollins Consult LLC 79 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 AM BackgroXnd 2025 WITH Connection to Taft Hill HXll Orchards 8:03 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 31 525 300 31 63 25 FXtXre VolXme (Yeh/h) 31 525 300 31 63 25 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 42 719 411 42 86 34 Peak HoXr Factor 0.73 0.73 0.73 0.73 0.73 0.73 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 595 1237 1100 112 426 379 ArriYe On Green 0.66 0.66 0.66 0.66 0.24 0.24 Sat FloZ, Yeh/h 937 1870 1664 170 1781 1585 Grp VolXme(Y), Yeh/h 42 719 0 453 86 34 Grp Sat FloZ(s),Yeh/h/ln 937 1870 0 1834 1781 1585 Q SerYe(g_s), s 1.9 19.0 0.0 10.0 3.5 1.5 C\cle Q Clear(g_c), s 11.9 19.0 0.0 10.0 3.5 1.5 Prop In Lane 1.00 0.09 1.00 1.00 Lane Grp Cap(c), Yeh/h 595 1237 0 1213 426 379 V/C Ratio(X) 0.07 0.58 0.00 0.37 0.20 0.09 AYail Cap(c_a), Yeh/h 595 1237 0 1213 426 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 9.5 8.4 0.0 6.9 27.4 26.6 Incr Dela\ (d2), s/Yeh 0.2 2.0 0.0 0.9 1.1 0.5 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.4 7.2 0.0 3.6 1.6 0.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.8 10.4 0.0 7.7 28.5 27.1 LnGrp LOS A B A A C C Approach Vol, Yeh/h 761 453 120 Approach Dela\, s/Yeh 10.4 7.7 28.1 Approach LOS B A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 64.0 26.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 59.5 21.5 59.5 Ma[ Q Clear Time (g_c+I1), s 21.0 5.5 12.0 Green E[t Time (p_c), s 6.4 0.3 3.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.1 HCM 6th LOS B Rollins Consult LLC 80 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 PM BackgroXnd 2025 WITH Taft Hill Connection HXll Orchards 8:20 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 20 389 493 86 52 19 FXtXre VolXme (Yeh/h) 20 389 493 86 52 19 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 21 414 524 91 55 20 Peak HoXr Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 460 1216 1004 174 445 396 ArriYe On Green 0.65 0.65 0.65 0.65 0.25 0.25 Sat FloZ, Yeh/h 807 1870 1545 268 1781 1585 Grp VolXme(Y), Yeh/h 21 414 0 615 55 20 Grp Sat FloZ(s),Yeh/h/ln 807 1870 0 1813 1781 1585 Q SerYe(g_s), s 1.3 9.0 0.0 16.2 2.2 0.9 C\cle Q Clear(g_c), s 17.4 9.0 0.0 16.2 2.2 0.9 Prop In Lane 1.00 0.15 1.00 1.00 Lane Grp Cap(c), Yeh/h 460 1216 0 1179 445 396 V/C Ratio(X) 0.05 0.34 0.00 0.52 0.12 0.05 AYail Cap(c_a), Yeh/h 460 1216 0 1179 445 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 13.0 7.1 0.0 8.3 26.1 25.6 Incr Dela\ (d2), s/Yeh 0.2 0.8 0.0 1.7 0.6 0.2 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.2 3.4 0.0 6.0 1.0 0.3 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.1 7.8 0.0 10.0 26.7 25.9 LnGrp LOS B A A A C C Approach Vol, Yeh/h 435 615 75 Approach Dela\, s/Yeh 8.1 10.0 26.5 Approach LOS A A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 63.0 27.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 58.5 22.5 58.5 Ma[ Q Clear Time (g_c+I1), s 19.4 4.2 18.2 Green E[t Time (p_c), s 3.0 0.1 5.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.4 HCM 6th LOS B Rollins Consult LLC 81 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 AM BackgroXnd 2025 WITH Connection to Taft Hill HXll Orchards 8:03 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 63 33 95 46 43 33 126 1162 58 40 970 68 FXtXre VolXme (Yeh/h) 63 33 95 46 43 33 126 1162 58 40 970 68 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 74 39 112 54 51 39 148 1367 68 47 1141 80 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 293 209 175 291 195 160 348 1926 96 271 1811 127 ArriYe On Green 0.05 0.11 0.11 0.05 0.10 0.10 0.06 0.56 0.56 0.04 0.54 0.54 Sat FloZ, Yeh/h 1781 1870 1568 1781 1870 1538 1781 3441 171 1781 3368 236 Grp VolXme(Y), Yeh/h 74 39 112 54 51 39 148 704 731 47 601 620 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1568 1781 1870 1538 1781 1777 1835 1781 1777 1828 Q SerYe(g_s), s 2.7 1.4 5.1 2.0 1.9 1.7 2.7 21.5 21.7 0.8 17.6 17.7 C\cle Q Clear(g_c), s 2.7 1.4 5.1 2.0 1.9 1.7 2.7 21.5 21.7 0.8 17.6 17.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.13 Lane Grp Cap(c), Yeh/h 293 209 175 291 195 160 348 995 1027 271 955 982 V/C Ratio(X) 0.25 0.19 0.64 0.19 0.26 0.24 0.43 0.71 0.71 0.17 0.63 0.63 AYail Cap(c_a), Yeh/h 331 490 410 342 490 403 485 995 1027 323 955 982 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 27.7 30.0 31.7 27.8 30.7 30.7 9.5 12.0 12.0 9.9 12.0 12.1 Incr Dela\ (d2), s/Yeh 0.4 0.4 3.9 0.3 0.7 0.8 0.8 4.3 4.2 0.3 3.1 3.1 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 1.2 0.6 2.1 0.8 0.9 0.7 0.9 7.9 8.2 0.3 6.5 6.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 28.1 30.4 35.5 28.1 31.4 31.4 10.4 16.2 16.2 10.2 15.2 15.1 LnGrp LOS C C D C C C B B B B B B Approach Vol, Yeh/h 225 144 1583 1268 Approach Dela\, s/Yeh 32.2 30.2 15.6 15.0 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.6 46.2 7.9 12.8 9.3 44.5 8.4 12.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 5.3 41.7 5.5 19.5 10.5 36.5 5.5 19.5 Ma[ Q Clear Time (g_c+I1), s 2.8 23.7 4.0 7.1 4.7 19.7 4.7 3.9 Green E[t Time (p_c), s 0.0 9.2 0.0 0.4 0.2 7.3 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.2 HCM 6th LOS B Rollins Consult LLC 82 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 PM BackgroXnd 2025 WITH Taft Hill Connection HXll Orchards 8:20 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 34 44 70 69 56 45 67 1145 60 90 1415 72 FXtXre VolXme (Yeh/h) 34 44 70 69 56 45 67 1145 60 90 1415 72 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 37 48 76 75 61 49 73 1245 65 98 1538 78 Peak HoXr 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 HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 242 188 154 258 221 182 250 2117 110 326 2135 108 ArriYe On Green 0.03 0.10 0.10 0.05 0.12 0.12 0.04 0.62 0.62 0.05 0.62 0.62 Sat FloZ, Yeh/h 1781 1870 1533 1781 1870 1541 1781 3431 179 1781 3442 174 Grp VolXme(Y), Yeh/h 37 48 76 75 61 49 73 644 666 98 791 825 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1533 1781 1870 1541 1781 1777 1833 1781 1777 1839 Q SerYe(g_s), s 1.8 2.3 4.6 3.6 2.9 2.8 1.4 21.2 21.3 1.9 29.7 30.1 C\cle Q Clear(g_c), s 1.8 2.3 4.6 3.6 2.9 2.8 1.4 21.2 21.3 1.9 29.7 30.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.09 Lane Grp Cap(c), Yeh/h 242 188 154 258 221 182 250 1096 1131 326 1103 1141 V/C Ratio(X) 0.15 0.26 0.49 0.29 0.28 0.27 0.29 0.59 0.59 0.30 0.72 0.72 AYail Cap(c_a), Yeh/h 281 347 285 276 359 296 308 1096 1131 407 1103 1141 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 37.4 40.5 41.5 36.7 39.2 39.1 11.8 11.2 11.2 8.8 12.7 12.7 Incr Dela\ (d2), s/Yeh 0.3 0.7 2.4 0.6 0.7 0.8 0.6 2.3 2.3 0.5 4.0 4.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.8 1.1 1.8 1.6 1.4 1.1 0.5 7.8 8.1 0.6 11.1 11.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 37.7 41.2 43.9 37.4 39.8 39.9 12.4 13.5 13.5 9.4 16.7 16.7 LnGrp LOS D D D D D D B B B A B B Approach Vol, Yeh/h 161 185 1383 1714 Approach Dela\, s/Yeh 41.7 38.9 13.4 16.3 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 9.1 64.7 9.4 14.3 8.8 65.0 7.7 16.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 9.1 58.9 5.9 18.1 7.5 60.5 5.3 18.7 Ma[ Q Clear Time (g_c+I1), s 3.9 23.3 5.6 6.6 3.4 32.1 3.8 4.9 Green E[t Time (p_c), s 0.1 10.8 0.0 0.3 0.0 13.8 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.5 HCM 6th LOS B Rollins Consult LLC 83 January 11, 2023 HCM 6Wh TWSC 5: TafW HLOO Rd & HXOO SW 01/08/2023 AM BDFNJURXQG 2025 :I7H CRQQHFWLRQ WR 7DIW HLOO HXOO OUFKDUGV 8:03 DP 01/08/2023 6\QFKUR 11 LLJKW 5HSRUW 55 3DJH 1 IQWHUVHFWLRQ IQW DHOD\, V/YHK 0.5 MRYHPHQW :BL :B5 NB7 NB5 6BL 6B7 LDQH CRQILJXUDWLRQV 7UDIILF 9RO, YHK/K 4 25 1113 16 30 1187 FXWXUH 9RO, YHK/K 4 25 1113 16 30 1187 CRQIOLFWLQJ 3HGV, #/KU 0 0 0 0 0 0 6LJQ CRQWURO 6WRS 6WRS FUHH FUHH FUHH FUHH 57 CKDQQHOL]HG - 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None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 81 1378 11 40 1368 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2148 695 0 0 1389 0 Stage 1 1384 - - - - - Stage 2 764 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 41 385 - - 489 - Stage 1 198 - - - - - Stage 2 420 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 38 385 - - 489 - Mov Cap-2 Maneuver 38 - - - - - Stage 1 198 - - - - - Stage 2 386 - - - - - Approach WB NB SB HCM Control Delay, s 48 0 0.4 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 173 489 - HCM Lane V/C Ratio - - 0.542 0.082 - HCM Control Delay (s) - - 48 13 - HCM Lane LOS - - E B - HCM 95th %tile Q(veh) - - 2.8 0.3 - Rollins Consult LLC 85 January 11, 2023 TOTAL 2025 Without Hull Street Connection Rollins Consult LLC 86 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 AM Total 2025 WithoXt Connection to Taft Hill HXll Orchards 6:07 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 813 58 34 407 1 67 1 101 1 1 1 FXtXre VolXme (Yeh/h) 1 813 58 34 407 1 67 1 101 1 1 1 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 1.00 1.00 0.99 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 956 68 40 479 1 79 1 119 1 1 1 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 579 2034 145 327 2203 5 489 6 465 181 180 154 ArriYe On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.29 0.29 0.29 0.29 0.29 0.29 Sat FloZ, Yeh/h 915 3358 239 551 3638 8 1392 19 1579 434 610 522 Grp VolXme(Y), Yeh/h 1 506 518 40 234 246 80 0 119 3 0 0 Grp Sat FloZ(s),Yeh/h/ln 915 1777 1820 551 1777 1869 1411 0 1579 1566 0 0 Q SerYe(g_s), s 0.0 14.1 14.1 3.9 5.4 5.4 3.7 0.0 5.2 0.0 0.0 0.0 C\cle Q Clear(g_c), s 5.4 14.1 14.1 18.0 5.4 5.4 3.8 0.0 5.2 0.1 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.00 0.99 1.00 0.33 0.33 Lane Grp Cap(c), Yeh/h 579 1076 1102 327 1076 1132 495 0 465 514 0 0 V/C Ratio(X) 0.00 0.47 0.47 0.12 0.22 0.22 0.16 0.00 0.26 0.01 0.00 0.00 AYail Cap(c_a), Yeh/h 579 1076 1102 327 1076 1132 495 0 465 514 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 Dela\ (d), s/Yeh 9.3 9.8 9.8 14.8 8.1 8.1 23.7 0.0 24.2 22.4 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 1.5 1.4 0.8 0.5 0.4 0.7 0.0 1.3 0.0 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 5.4 5.5 0.5 2.0 2.1 1.3 0.0 2.1 0.0 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.3 11.3 11.2 15.5 8.5 8.5 24.4 0.0 25.6 22.5 0.0 0.0 LnGrp LOS A B B B A A C A C C A A Approach Vol, Yeh/h 1025 520 199 3 Approach Dela\, s/Yeh 11.2 9.1 25.1 22.5 Approach LOS B A C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 31.0 59.0 31.0 59.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 26.5 54.5 26.5 54.5 Ma[ Q Clear Time (g_c+I1), s 7.2 16.1 2.1 20.0 Green E[t Time (p_c), s 0.7 8.4 0.0 3.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 12.2 HCM 6th LOS B Rollins Consult LLC 87 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 PM Total 2025 WithoXt Taft Hill Connection HXll Orchards 7:56 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 659 76 87 988 1 155 1 100 3 1 2 FXtXre VolXme (Yeh/h) 1 659 76 87 988 1 155 1 100 3 1 2 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 0.99 0.99 1.00 0.98 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 709 82 94 1062 1 167 1 108 3 1 2 Peak HoXr Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 324 1974 228 428 2247 2 420 2 442 162 60 81 ArriYe On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.28 0.28 0.28 0.28 0.28 0.28 Sat FloZ, Yeh/h 531 3201 370 685 3643 3 1201 8 1562 359 211 285 Grp VolXme(Y), Yeh/h 1 393 398 94 518 545 168 0 108 6 0 0 Grp Sat FloZ(s),Yeh/h/ln 531 1777 1795 685 1777 1870 1209 0 1562 854 0 0 Q SerYe(g_s), s 0.1 9.8 9.8 7.0 14.2 14.2 0.0 0.0 4.8 0.0 0.0 0.0 C\cle Q Clear(g_c), s 14.3 9.8 9.8 16.9 14.2 14.2 12.8 0.0 4.8 12.8 0.0 0.0 Prop In Lane 1.00 0.21 1.00 0.00 0.99 1.00 0.50 0.33 Lane Grp Cap(c), Yeh/h 324 1096 1107 428 1096 1153 422 0 442 302 0 0 V/C Ratio(X) 0.00 0.36 0.36 0.22 0.47 0.47 0.40 0.00 0.24 0.02 0.00 0.00 AYail Cap(c_a), Yeh/h 324 1096 1107 428 1096 1153 422 0 442 302 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 Dela\ (d), s/Yeh 13.2 8.5 8.5 12.6 9.3 9.3 27.7 0.0 24.8 23.8 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.9 0.9 1.2 1.5 1.4 2.8 0.0 1.3 0.1 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 3.7 3.7 1.2 5.3 5.6 3.3 0.0 1.9 0.1 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.2 9.4 9.4 13.8 10.8 10.7 30.5 0.0 26.1 24.0 0.0 0.0 LnGrp LOS B A A B B B C A C C A A Approach Vol, Yeh/h 792 1157 276 6 Approach Dela\, s/Yeh 9.4 11.0 28.8 24.0 Approach LOS A B C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 30.0 60.0 30.0 60.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 25.5 55.5 25.5 55.5 Ma[ Q Clear Time (g_c+I1), s 14.8 16.3 14.8 18.9 Green E[t Time (p_c), s 0.9 5.9 0.0 9.9 Intersection SXmmar\ HCM 6th Ctrl Dela\ 12.7 HCM 6th LOS B Rollins Consult LLC 88 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 AM Total 2025 Without Connection to Taft Hill Hull Orchards 6:07 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 24 33 11 13 9 45 7 63 48 48 30 5 Future Vol, veh/h 24 33 11 13 9 45 7 63 48 48 30 5 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 36 50 17 20 14 68 11 95 73 73 45 8 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.7 8.3 8.7 8.8 HCM LOS A A A A Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 6% 100% 0% 100% 0% 58% Vol Thru, % 53% 0% 75% 0% 17% 36% Vol Right, % 41% 0% 25% 0% 83% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 118 24 44 13 54 83 LT Vol 7 24 0 13 0 48 Through Vol 63 0 33 0 9 30 RT Vol 48 0 11 0 45 5 Lane Flow Rate 179 36 67 20 82 126 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.22 0.06 0.097 0.032 0.11 0.167 Departure Headway (Hd) 4.424 5.904 5.224 5.917 4.824 4.786 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 810 605 684 604 740 748 Service Time 2.458 3.65 2.969 3.662 2.569 2.823 HCM Lane V/C Ratio 0.221 0.06 0.098 0.033 0.111 0.168 HCM Control Delay 8.7 9 8.5 8.9 8.2 8.8 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.8 0.2 0.3 0.1 0.4 0.6 Rollins Consult LLC 89 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 PM Total 2025 Without Taft Hill Connection Hull Orchards 7:56 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 12 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 15 18 11 124 32 155 15 62 29 47 60 21 Future Vol, veh/h 15 18 11 124 32 155 15 62 29 47 60 21 Peak Hour Factor 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 31 19 214 55 267 26 107 50 81 103 36 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.8 12.7 11 11.8 HCM LOS A B B B Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 14% 100% 0% 100% 0% 37% Vol Thru, % 58% 0% 62% 0% 17% 47% Vol Right, % 27% 0% 38% 0% 83% 16% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 106 15 29 124 187 128 LT Vol 15 15 0 124 0 47 Through Vol 62 0 18 0 32 60 RT Vol 29 0 11 0 155 21 Lane Flow Rate 183 26 50 214 322 221 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.289 0.05 0.086 0.377 0.47 0.351 Departure Headway (Hd) 5.683 6.989 6.208 6.343 5.248 5.718 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 631 512 576 567 687 629 Service Time 3.727 4.744 3.963 4.079 2.983 3.759 HCM Lane V/C Ratio 0.29 0.051 0.087 0.377 0.469 0.351 HCM Control Delay 11 10.1 9.6 12.9 12.6 11.8 HCM Lane LOS B B A B B B HCM 95th-tile Q 1.2 0.2 0.3 1.7 2.5 1.6 Rollins Consult LLC 90 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 AM Total 2025 WithoXt Connection to Taft Hill HXll Orchards 6:07 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 48 525 300 33 68 32 FXtXre VolXme (Yeh/h) 48 525 300 33 68 32 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 66 719 411 45 93 44 Peak HoXr Factor 0.73 0.73 0.73 0.73 0.73 0.73 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 593 1237 1092 120 426 379 ArriYe On Green 0.66 0.66 0.66 0.66 0.24 0.24 Sat FloZ, Yeh/h 935 1870 1651 181 1781 1585 Grp VolXme(Y), Yeh/h 66 719 0 456 93 44 Grp Sat FloZ(s),Yeh/h/ln 935 1870 0 1832 1781 1585 Q SerYe(g_s), s 3.1 19.0 0.0 10.1 3.8 2.0 C\cle Q Clear(g_c), s 13.2 19.0 0.0 10.1 3.8 2.0 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), Yeh/h 593 1237 0 1211 426 379 V/C Ratio(X) 0.11 0.58 0.00 0.38 0.22 0.12 AYail Cap(c_a), Yeh/h 593 1237 0 1211 426 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 9.9 8.4 0.0 6.9 27.5 26.8 Incr Dela\ (d2), s/Yeh 0.4 2.0 0.0 0.9 1.2 0.6 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.7 7.2 0.0 3.7 1.7 0.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 10.2 10.4 0.0 7.8 28.7 27.4 LnGrp LOS B B A A C C Approach Vol, Yeh/h 785 456 137 Approach Dela\, s/Yeh 10.4 7.8 28.3 Approach LOS B A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 64.0 26.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 59.5 21.5 59.5 Ma[ Q Clear Time (g_c+I1), s 21.0 5.8 12.1 Green E[t Time (p_c), s 6.5 0.3 3.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.3 HCM 6th LOS B Rollins Consult LLC 91 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 PM Total 2025 WithoXt Taft Hill Connection HXll Orchards 7:56 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 34 389 493 91 55 31 FXtXre VolXme (Yeh/h) 34 389 493 91 55 31 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 36 414 524 97 59 33 Peak HoXr Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 455 1216 993 184 445 396 ArriYe On Green 0.65 0.65 0.65 0.65 0.25 0.25 Sat FloZ, Yeh/h 803 1870 1528 283 1781 1585 Grp VolXme(Y), Yeh/h 36 414 0 621 59 33 Grp Sat FloZ(s),Yeh/h/ln 803 1870 0 1810 1781 1585 Q SerYe(g_s), s 2.3 9.0 0.0 16.4 2.3 1.4 C\cle Q Clear(g_c), s 18.7 9.0 0.0 16.4 2.3 1.4 Prop In Lane 1.00 0.16 1.00 1.00 Lane Grp Cap(c), Yeh/h 455 1216 0 1177 445 396 V/C Ratio(X) 0.08 0.34 0.00 0.53 0.13 0.08 AYail Cap(c_a), Yeh/h 455 1216 0 1177 445 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 13.4 7.1 0.0 8.4 26.2 25.9 Incr Dela\ (d2), s/Yeh 0.3 0.8 0.0 1.7 0.6 0.4 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.4 3.4 0.0 6.1 1.0 0.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.7 7.8 0.0 10.1 26.8 26.3 LnGrp LOS B A A B C C Approach Vol, Yeh/h 450 621 92 Approach Dela\, s/Yeh 8.3 10.1 26.6 Approach LOS A B C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 63.0 27.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 58.5 22.5 58.5 Ma[ Q Clear Time (g_c+I1), s 20.7 4.3 18.4 Green E[t Time (p_c), s 3.1 0.2 5.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.7 HCM 6th LOS B Rollins Consult LLC 92 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 AM Total 2025 WithoXt Connection to Taft Hill HXll Orchards 6:07 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 66 36 100 46 44 33 128 1162 58 40 970 69 FXtXre VolXme (Yeh/h) 66 36 100 46 44 33 128 1162 58 40 970 69 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 78 42 118 54 52 39 151 1367 68 47 1141 81 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 297 215 181 292 200 164 345 1918 95 269 1801 128 ArriYe On Green 0.05 0.12 0.12 0.05 0.11 0.11 0.06 0.56 0.56 0.04 0.54 0.54 Sat FloZ, Yeh/h 1781 1870 1569 1781 1870 1539 1781 3441 171 1781 3365 239 Grp VolXme(Y), Yeh/h 78 42 118 54 52 39 151 704 731 47 602 620 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1569 1781 1870 1539 1781 1777 1835 1781 1777 1827 Q SerYe(g_s), s 2.9 1.5 5.4 2.0 1.9 1.7 2.8 21.7 21.9 0.9 17.8 17.9 C\cle Q Clear(g_c), s 2.9 1.5 5.4 2.0 1.9 1.7 2.8 21.7 21.9 0.9 17.8 17.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.13 Lane Grp Cap(c), Yeh/h 297 215 181 292 200 164 345 990 1023 269 951 978 V/C Ratio(X) 0.26 0.19 0.65 0.18 0.26 0.24 0.44 0.71 0.71 0.17 0.63 0.63 AYail Cap(c_a), Yeh/h 332 488 409 343 488 401 482 990 1023 321 951 978 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 27.6 30.0 31.7 27.8 30.7 30.6 9.8 12.1 12.2 10.0 12.2 12.2 Incr Dela\ (d2), s/Yeh 0.5 0.4 3.9 0.3 0.7 0.7 0.9 4.3 4.3 0.3 3.2 3.1 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 1.2 0.7 2.2 0.8 0.9 0.7 0.9 8.0 8.3 0.3 6.6 6.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 28.1 30.4 35.6 28.1 31.4 31.4 10.6 16.5 16.4 10.3 15.4 15.4 LnGrp LOS C C D C C C B B B B B B Approach Vol, Yeh/h 238 145 1586 1269 Approach Dela\, s/Yeh 32.2 30.1 15.9 15.2 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.6 46.2 7.9 13.1 9.3 44.5 8.5 12.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 5.3 41.7 5.5 19.5 10.5 36.5 5.5 19.5 Ma[ Q Clear Time (g_c+I1), s 2.9 23.9 4.0 7.4 4.8 19.9 4.9 3.9 Green E[t Time (p_c), s 0.0 9.1 0.0 0.4 0.2 7.2 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.5 HCM 6th LOS B Rollins Consult LLC 93 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 PM Total 2025 WithoXt Taft Hill Connection HXll Orchards 7:56 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 36 46 73 69 60 45 72 1145 60 90 1415 76 FXtXre VolXme (Yeh/h) 36 46 73 69 60 45 72 1145 60 90 1415 76 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 39 50 79 75 65 49 78 1245 65 98 1538 83 Peak HoXr 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 HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 241 190 156 258 222 183 249 2114 110 325 2122 114 ArriYe On Green 0.03 0.10 0.10 0.05 0.12 0.12 0.04 0.62 0.62 0.05 0.62 0.62 Sat FloZ, Yeh/h 1781 1870 1534 1781 1870 1541 1781 3431 179 1781 3429 184 Grp VolXme(Y), Yeh/h 39 50 79 75 65 49 78 644 666 98 794 827 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1534 1781 1870 1541 1781 1777 1833 1781 1777 1837 Q SerYe(g_s), s 1.9 2.4 4.8 3.6 3.1 2.8 1.5 21.3 21.4 1.9 30.1 30.5 C\cle Q Clear(g_c), s 1.9 2.4 4.8 3.6 3.1 2.8 1.5 21.3 21.4 1.9 30.1 30.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.10 Lane Grp Cap(c), Yeh/h 241 190 156 258 222 183 249 1095 1130 325 1100 1137 V/C Ratio(X) 0.16 0.26 0.51 0.29 0.29 0.27 0.31 0.59 0.59 0.30 0.72 0.73 AYail Cap(c_a), Yeh/h 278 346 284 276 358 295 306 1095 1130 406 1100 1137 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 37.4 40.5 41.6 36.7 39.3 39.2 12.1 11.3 11.3 8.9 12.8 12.9 Incr Dela\ (d2), s/Yeh 0.3 0.7 2.5 0.6 0.7 0.8 0.7 2.3 2.3 0.5 4.1 4.1 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.8 1.1 1.9 1.6 1.5 1.1 0.6 7.9 8.1 0.6 11.3 11.9 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 37.7 41.2 44.1 37.3 40.1 40.0 12.8 13.6 13.6 9.4 16.9 17.0 LnGrp LOS D D D D D D B B B A B B Approach Vol, Yeh/h 168 189 1388 1719 Approach Dela\, s/Yeh 41.8 39.0 13.5 16.6 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 9.2 64.7 9.4 14.5 8.9 65.0 7.8 16.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 9.1 58.9 5.9 18.1 7.5 60.5 5.3 18.7 Ma[ Q Clear Time (g_c+I1), s 3.9 23.4 5.6 6.8 3.5 32.5 3.9 5.1 Green E[t Time (p_c), s 0.1 10.7 0.0 0.3 0.0 13.8 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.8 HCM 6th LOS B Rollins Consult LLC 94 January 11, 2023 HCM 6Wh TWSC 5: TafW HLOO Rd & HXOO SW 01/08/2023 AM 7RWDO 2025 :LWKRXW CRQQHFWLRQ WR 7DIW HLOO HXOO OUFKDUGV 6:07 DP 01/08/2023 6\QFKUR 11 LLJKW 5HSRUW 55 3DJH 1 IQWHUVHFWLRQ IQW DHOD\, V/YHK 0 MRYHPHQW :BL :B5 NB7 NB5 6BL 6B7 LDQH CRQILJXUDWLRQV 7UDIILF 9RO, YHK/K 0 2 1113 0 2 1187 FXWXUH 9RO, YHK/K 0 2 1113 0 2 1187 CRQIOLFWLQJ 3HGV, #/KU 0 0 0 0 0 0 6LJQ CRQWURO 6WRS 6WRS FUHH FUHH FUHH FUHH 57 CKDQQHOL]HG - 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MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.3 11.0 10.9 15.0 8.5 8.5 23.5 0.0 25.6 22.5 0.0 0.0 LnGrp LOS A B B B A A C A C C A A Approach Vol, Yeh/h 990 520 166 3 Approach Dela\, s/Yeh 11.0 9.0 25.0 22.5 Approach LOS B A C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 31.0 59.0 31.0 59.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 26.5 54.5 26.5 54.5 Ma[ Q Clear Time (g_c+I1), s 7.2 15.3 2.1 19.0 Green E[t Time (p_c), s 0.5 7.9 0.0 3.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.8 HCM 6th LOS B Rollins Consult LLC 98 January 11, 2023 HCM 6th Signali]ed Intersection Summary 1: Dunbar Ave & Drake Rd 01/08/2023 PM Total 2025 WITH Taft Hill Connection HXll Orchards 9:51 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 659 35 87 988 1 76 1 100 3 1 2 FXtXre VolXme (Yeh/h) 1 659 35 87 988 1 76 1 100 3 1 2 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 0.98 0.99 0.99 0.98 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 709 38 94 1062 1 82 1 108 3 1 2 Peak HoXr Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 324 2113 113 449 2247 2 480 5 442 237 85 131 ArriYe On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.28 0.28 0.28 0.28 0.28 0.28 Sat FloZ, Yeh/h 531 3426 184 714 3643 3 1415 19 1562 626 300 463 Grp VolXme(Y), Yeh/h 1 368 379 94 518 545 83 0 108 6 0 0 Grp Sat FloZ(s),Yeh/h/ln 531 1777 1833 714 1777 1870 1434 0 1562 1388 0 0 Q SerYe(g_s), s 0.1 9.0 9.0 6.6 14.2 14.2 0.0 0.0 4.8 0.0 0.0 0.0 C\cle Q Clear(g_c), s 14.3 9.0 9.0 15.6 14.2 14.2 3.2 0.0 4.8 3.2 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.00 0.99 1.00 0.50 0.33 Lane Grp Cap(c), Yeh/h 324 1096 1130 449 1096 1153 486 0 442 453 0 0 V/C Ratio(X) 0.00 0.34 0.34 0.21 0.47 0.47 0.17 0.00 0.24 0.01 0.00 0.00 AYail Cap(c_a), Yeh/h 324 1096 1130 449 1096 1153 486 0 442 453 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 Dela\ (d), s/Yeh 13.2 8.3 8.3 12.1 9.3 9.3 24.3 0.0 24.8 23.2 0.0 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.8 0.8 1.1 1.5 1.4 0.8 0.0 1.3 0.1 0.0 0.0 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.0 3.3 3.4 1.1 5.3 5.6 1.4 0.0 1.9 0.1 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.2 9.2 9.1 13.2 10.8 10.7 25.0 0.0 26.1 23.3 0.0 0.0 LnGrp LOS B A A B B B C A C C A A Approach Vol, Yeh/h 748 1157 191 6 Approach Dela\, s/Yeh 9.2 11.0 25.7 23.3 Approach LOS A B C C Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 30.0 60.0 30.0 60.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 25.5 55.5 25.5 55.5 Ma[ Q Clear Time (g_c+I1), s 6.8 16.3 5.2 17.6 Green E[t Time (p_c), s 0.7 5.4 0.0 9.9 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.7 HCM 6th LOS B Rollins Consult LLC 99 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 AM Total 2025 WITH Connection to Taft Hill Hull Rochards 9:43 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 19 66 20 9 36 22 6 63 32 31 19 4 Future Vol, veh/h 19 66 20 9 36 22 6 63 32 31 19 4 Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 29 100 30 14 55 33 9 95 48 47 29 6 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9 8.5 8.7 8.5 HCM LOS A A A A Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 6% 100% 0% 100% 0% 57% Vol Thru, % 62% 0% 77% 0% 62% 35% Vol Right, % 32% 0% 23% 0% 38% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 19 86 9 58 54 LT Vol 6 19 0 9 0 31 Through Vol 63 0 66 0 36 19 RT Vol 32 0 20 0 22 4 Lane Flow Rate 153 29 130 14 88 82 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.194 0.046 0.184 0.022 0.123 0.111 Departure Headway (Hd) 4.564 5.751 5.084 5.814 5.042 4.894 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 785 622 705 615 709 731 Service Time 2.597 3.49 2.822 3.556 2.784 2.932 HCM Lane V/C Ratio 0.195 0.047 0.184 0.023 0.124 0.112 HCM Control Delay 8.7 8.8 9 8.7 8.5 8.5 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.7 0.1 0.7 0.1 0.4 0.4 Rollins Consult LLC 100 January 11, 2023 HCM 6WK AWSC 2: DXQbaU AYH & SZaOORZ Rd 01/08/2023 PM Total 2025 WITH Taft Hill Connection Hull Orchards 9:51 am 01/08/2023 Synchro 11 Light Report RR Page 1 Intersection Intersection Delay, s/veh 12 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 12 43 29 114 118 79 13 62 19 32 41 14 Future Vol, veh/h 12 43 29 114 118 79 13 62 19 32 41 14 Peak Hour Factor 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 74 50 197 203 136 22 107 33 55 71 24 Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NE SW Opposing Approach WB EB SW NE Opposing Lanes 2 2 1 1 Conflicting Approach Left SW NE EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach Right NE SW WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 10.1 13.1 10.9 10.8 HCM LOS B B B B Lane NELn1 EBLn1 EBLn2 WBLn1 WBLn2 SWLn1 Vol Left, % 14% 100% 0% 100% 0% 37% Vol Thru, % 66% 0% 60% 0% 60% 47% Vol Right, % 20% 0% 40% 0% 40% 16% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 94 12 72 114 197 87 LT Vol 13 12 0 114 0 32 Through Vol 62 0 43 0 118 41 RT Vol 19 0 29 0 79 14 Lane Flow Rate 162 21 124 197 340 150 Geometry Grp 2 7 7 7 7 2 Degree of Util (X) 0.26 0.039 0.204 0.338 0.509 0.245 Departure Headway (Hd) 5.784 6.705 5.91 6.189 5.399 5.876 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 621 534 607 582 669 611 Service Time 3.826 4.448 3.652 3.92 3.129 3.919 HCM Lane V/C Ratio 0.261 0.039 0.204 0.338 0.508 0.245 HCM Control Delay 10.9 9.7 10.2 12.1 13.6 10.8 HCM Lane LOS B A B B B B HCM 95th-tile Q 1 0.1 0.8 1.5 2.9 1 Rollins Consult LLC 101 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 AM Total 2025 WITH Connection to Taft Hill HXll Rochards 9:43 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 32 525 300 33 68 27 FXtXre VolXme (Yeh/h) 32 525 300 33 68 27 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 44 719 411 45 93 37 Peak HoXr Factor 0.73 0.73 0.73 0.73 0.73 0.73 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 593 1237 1092 120 426 379 ArriYe On Green 0.66 0.66 0.66 0.66 0.24 0.24 Sat FloZ, Yeh/h 935 1870 1651 181 1781 1585 Grp VolXme(Y), Yeh/h 44 719 0 456 93 37 Grp Sat FloZ(s),Yeh/h/ln 935 1870 0 1832 1781 1585 Q SerYe(g_s), s 2.0 19.0 0.0 10.1 3.8 1.6 C\cle Q Clear(g_c), s 12.1 19.0 0.0 10.1 3.8 1.6 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), Yeh/h 593 1237 0 1211 426 379 V/C Ratio(X) 0.07 0.58 0.00 0.38 0.22 0.10 AYail Cap(c_a), Yeh/h 593 1237 0 1211 426 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 9.6 8.4 0.0 6.9 27.5 26.7 Incr Dela\ (d2), s/Yeh 0.2 2.0 0.0 0.9 1.2 0.5 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.4 7.2 0.0 3.7 1.7 0.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 9.9 10.4 0.0 7.8 28.7 27.2 LnGrp LOS A B A A C C Approach Vol, Yeh/h 763 456 130 Approach Dela\, s/Yeh 10.4 7.8 28.3 Approach LOS B A C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 64.0 26.0 64.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 59.5 21.5 59.5 Ma[ Q Clear Time (g_c+I1), s 21.0 5.8 12.1 Green E[t Time (p_c), s 6.4 0.3 3.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.2 HCM 6th LOS B Rollins Consult LLC 102 January 11, 2023 HCM 6th Signalized Intersection Summary 3: Horsetooth Rd & Dunbar Ave 01/08/2023 PM Total 2025 WITH Taft Hill Connection HXll Orchards 9:51 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT WBT WBR SBL SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 22 389 493 91 55 20 FXtXre VolXme (Yeh/h) 22 389 493 91 55 20 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking BXs, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 23 414 524 97 59 21 Peak HoXr Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent HeaY\ Veh, % 2 2 2 2 2 2 Cap, Yeh/h 455 1216 993 184 445 396 ArriYe On Green 0.65 0.65 0.65 0.65 0.25 0.25 Sat FloZ, Yeh/h 803 1870 1528 283 1781 1585 Grp VolXme(Y), Yeh/h 23 414 0 621 59 21 Grp Sat FloZ(s),Yeh/h/ln 803 1870 0 1810 1781 1585 Q SerYe(g_s), s 1.4 9.0 0.0 16.4 2.3 0.9 C\cle Q Clear(g_c), s 17.9 9.0 0.0 16.4 2.3 0.9 Prop In Lane 1.00 0.16 1.00 1.00 Lane Grp Cap(c), Yeh/h 455 1216 0 1177 445 396 V/C Ratio(X) 0.05 0.34 0.00 0.53 0.13 0.05 AYail Cap(c_a), Yeh/h 455 1216 0 1177 445 396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 13.1 7.1 0.0 8.4 26.2 25.7 Incr Dela\ (d2), s/Yeh 0.2 0.8 0.0 1.7 0.6 0.3 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 0.3 3.4 0.0 6.1 1.0 0.4 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.4 7.8 0.0 10.1 26.8 25.9 LnGrp LOS B A A B C C Approach Vol, Yeh/h 437 621 80 Approach Dela\, s/Yeh 8.1 10.1 26.6 Approach LOS A B C Timer - Assigned Phs 4 6 8 Phs DXration (G+Y+Rc), s 63.0 27.0 63.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 58.5 22.5 58.5 Ma[ Q Clear Time (g_c+I1), s 19.9 4.3 18.4 Green E[t Time (p_c), s 3.0 0.2 5.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.5 HCM 6th LOS B Rollins Consult LLC 103 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 AM Total 2025 WITH Connection to Taft Hill HXll Rochards 9:43 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 66 36 100 46 44 33 128 1162 58 40 970 69 FXtXre VolXme (Yeh/h) 66 36 100 46 44 33 128 1162 58 40 970 69 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 78 42 118 54 52 39 151 1367 68 47 1141 81 Peak HoXr Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 297 215 181 292 200 164 345 1918 95 269 1801 128 ArriYe On Green 0.05 0.12 0.12 0.05 0.11 0.11 0.06 0.56 0.56 0.04 0.54 0.54 Sat FloZ, Yeh/h 1781 1870 1569 1781 1870 1539 1781 3441 171 1781 3365 239 Grp VolXme(Y), Yeh/h 78 42 118 54 52 39 151 704 731 47 602 620 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1569 1781 1870 1539 1781 1777 1835 1781 1777 1827 Q SerYe(g_s), s 2.9 1.5 5.4 2.0 1.9 1.7 2.8 21.7 21.9 0.9 17.8 17.9 C\cle Q Clear(g_c), s 2.9 1.5 5.4 2.0 1.9 1.7 2.8 21.7 21.9 0.9 17.8 17.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.13 Lane Grp Cap(c), Yeh/h 297 215 181 292 200 164 345 990 1023 269 951 978 V/C Ratio(X) 0.26 0.19 0.65 0.18 0.26 0.24 0.44 0.71 0.71 0.17 0.63 0.63 AYail Cap(c_a), Yeh/h 332 488 409 343 488 401 482 990 1023 321 951 978 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 27.6 30.0 31.7 27.8 30.7 30.6 9.8 12.1 12.2 10.0 12.2 12.2 Incr Dela\ (d2), s/Yeh 0.5 0.4 3.9 0.3 0.7 0.7 0.9 4.3 4.3 0.3 3.2 3.1 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 1.2 0.7 2.2 0.8 0.9 0.7 0.9 8.0 8.3 0.3 6.6 6.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 28.1 30.4 35.6 28.1 31.4 31.4 10.6 16.5 16.4 10.3 15.4 15.4 LnGrp LOS C C D C C C B B B B B B Approach Vol, Yeh/h 238 145 1586 1269 Approach Dela\, s/Yeh 32.2 30.1 15.9 15.2 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.6 46.2 7.9 13.1 9.3 44.5 8.5 12.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 5.3 41.7 5.5 19.5 10.5 36.5 5.5 19.5 Ma[ Q Clear Time (g_c+I1), s 2.9 23.9 4.0 7.4 4.8 19.9 4.9 3.9 Green E[t Time (p_c), s 0.0 9.1 0.0 0.4 0.2 7.2 0.0 0.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.5 HCM 6th LOS B Rollins Consult LLC 104 January 11, 2023 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: SKLeOdV SW & SZaOORZ Rd 01/08/2023 PM Total 2025 WITH Taft Hill Connection HXll Orchards 9:51 am 01/08/2023 S\nchro 11 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 36 46 73 69 60 45 72 1145 60 90 1415 76 FXtXre VolXme (Yeh/h) 36 46 73 69 60 45 72 1145 60 90 1415 76 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 1.00 0.98 1.00 1.00 Parking BXs, 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 FloZ, Yeh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 39 50 79 75 65 49 78 1245 65 98 1538 83 Peak HoXr 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 HeaY\ Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, Yeh/h 241 190 156 258 222 183 249 2114 110 325 2122 114 ArriYe On Green 0.03 0.10 0.10 0.05 0.12 0.12 0.04 0.62 0.62 0.05 0.62 0.62 Sat FloZ, Yeh/h 1781 1870 1534 1781 1870 1541 1781 3431 179 1781 3429 184 Grp VolXme(Y), Yeh/h 39 50 79 75 65 49 78 644 666 98 794 827 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1534 1781 1870 1541 1781 1777 1833 1781 1777 1837 Q SerYe(g_s), s 1.9 2.4 4.8 3.6 3.1 2.8 1.5 21.3 21.4 1.9 30.1 30.5 C\cle Q Clear(g_c), s 1.9 2.4 4.8 3.6 3.1 2.8 1.5 21.3 21.4 1.9 30.1 30.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.10 Lane Grp Cap(c), Yeh/h 241 190 156 258 222 183 249 1095 1130 325 1100 1137 V/C Ratio(X) 0.16 0.26 0.51 0.29 0.29 0.27 0.31 0.59 0.59 0.30 0.72 0.73 AYail Cap(c_a), Yeh/h 278 346 284 276 358 295 306 1095 1130 406 1100 1137 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 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 37.4 40.5 41.6 36.7 39.3 39.2 12.1 11.3 11.3 8.9 12.8 12.9 Incr Dela\ (d2), s/Yeh 0.3 0.7 2.5 0.6 0.7 0.8 0.7 2.3 2.3 0.5 4.1 4.1 Initial Q Dela\(d3),s/Yeh 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%),Yeh/ln 0.8 1.1 1.9 1.6 1.5 1.1 0.6 7.9 8.1 0.6 11.3 11.9 Unsig. 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