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RUDOLPH FARMS INFRASTRUCTURE PROJECT - FDP220010 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC Prepared for: Pacific North Enterprises, LLC Traffic Impact Study Prospect / I-25 ODP Amendment May 24, 2022 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 2 Table of Contents Page 1 Introduction …….…..…………………………………………………………...…….4 2 Existing Conditions …….………………………………………..…..……………...9 3 Project Travel Demand……………………………………………………..……….18 4 Future Traffic Projections…………………………………………..……………....23 5 Site Design and Auxiliary Lanes ........…………….....…………...………………28 6 Traffic Impact Analysis…….......................…………….…………..……………..29 7 Pedestrian Bicycle and Transit ........................................................................35 8 Conclusions………………………………………………………….………………..37 Appendices……….…………………………………………………………………….…38 Appendix A: Traffic Counts Appendix B: Level of Service Worksheets Appendix C: LCUASS Right-Turn and Left-Turn Warrants Appendix D: Pedestrian Bicycle Destination Area List of Figures 1 Project Location….……..……………...…………………………………….....……..5 2 Project Overall Development Plan……..……………………………………………6 3 Recent Traffic Volumes….........……………………………………….….....…..…11 4 Current Intersection Configurations ….…………..………………….…….…….12 5 Project Trip Distribution……....…………………………………………………….20 6 Project Traffic ………………………………………………….………..…...……....21 7 Project Traffic Within Site.................................................................................22 8 Background Traffic 2040...…...……………………………………………...……..24 9 Total Traffic 2040 ............................................................................................. 26 10 Total Traffic 2040 Within Site ………….…………………………………..………27 11 2040 intersection Configurations …...…………………………………..………..30 12 Future Project Intersection Configurations .................................................. 33 13 2040 Intersection Configuration 2040 ..…………………………………..………30 14 Future Project Intersection Configurations on Prospect Road.................... 32 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 3 List of Tables 1 Fort Collins Motor Vehicle LOS Standards…………………………………..…..13 2 Unsignalized Level of Service Definitions ……...…………….…………...…....14 3 Signalized Intersection Level of Service Definitions .................................... 15 4 Recent Weekday Peak Hour Intersection Level of Service……..……….…....17 5 Estimated Project Trip Generation …………………………………….………....19 6 Future 2040 Intersection Level of Service…………………………………….....31 7 Spacing on Carriage Parkway – Commercial St/Prospect Rd…………….....34 8 Pedestrian Level of Service .............................................................................35 9 Bicycle Level of Service ...................................................................................36 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 4 1 INTRODUCTION This report documents the results of a study to evaluate the potential traffic impacts of the proposed I-25 Overall Development Plan (ODP) in the City of Fort Collins, Colorado. Rollins Consult LLC conducted the study as required by the City for the minor amendment application associated with the proposed ODP. PROJECT DESCRIPTION The Prospect / I-25 ODP is in Fort Collins, east of Interstate 25 (I-25) and north of Prospect Road. The site is currently undeveloped land. This ODP will allow for industrial, commercial, and residential uses. The project site is comprised of approximately 115 acres. The site is surrounded by residential uses to the north and east, the currently being constructed Poudre School District schools and athletics complex to the east, commercial uses and vacant land to the south, and the interstate to the west. Figure 1 illustrates the project location and study area. The project's overall development plan is depicted on Figure 2. The site was designed with a central north/south collector roadway and modified grid street system. The project proposes the following land uses and transportation elements: • Approximately 57 acres of industrial use. • Just over 16 acres of commercial use. • Almost 10 acres of urban estate. • A bicycle and pedestrian trail circulate adjacent to the western side of the site. This trail will connect to a future undercrossing of I-25. • The existing Carriage Parkway will be extended from its current location, south of Mulberry Street, south to Prospect Road. This connection complies with the City of Fort Collins Master Street Plan. • The ODP allows for access to Prospect Road between Carriage Parkway and McLaughlin Road. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 5 Figure 1 – Project Location N PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 6 Figure 2 - Project Overall Development Plan PROSPECT & I-25 | LAND USE PLAN MAY 2022 NORTH SCALE: 1” = 160’ 0 80 160 320 Plan is for illustrative purposes only. Land uses, unit counts, square footage and site layout are subject to change as planning and design are further developed. Industrial (56.7 ac) Urban Estate (9.5 ac, 2 du/ac, 19 units) GC- AcƟ vity Center (16.4 ac)G Land Use Summary PA-1 GC - AcƟ vity Center 11.1 ac PA-2 GC - AcƟ vity Center 2.3 ac PA-3 GC- AcƟ vity Center 3.0 ac PA-4 Industrial 3.7 ac PA-5 Industrial 23.2 ac PA-6 Industrial 11 .7 ac PA-7 Industrial 2.8 ac PA-8 Industrial 15.3 ac PA-9 Urban Estate 9.5 ac Prospect Rd I n d u s t r i a l Lo ca l - 7 1 ’ Commerci al L oc al - 7 7’ 80’ Buī er 50’ Buī er 50’ Buī er 100’ Buī er/Trail 50’ Buī er/Trail 50’ Buī er/Trail Box Elder Creek Floodplain and Open Space 80’ Buī er/Trail 100’ Buī er/Trail Linear Park 25 Lake CanalTi m n a t h R e s I n l e t C a n a l ( T R I C ) PSD High School Fox Grove Clydesdale Kitchell Subdivision Carria g e P k w y - 8 4’ AddiƟ on of PermiƩ ed Use Request for ResidenƟ al PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 7 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 long range future year of 2040. Additional traffic studies will be performed as each phase of development is proposed. The initial phase will be the construction of Carriage Parkway. Typically, the first phase would be analyzed for a short range future however, Carriage Parkway should be designed with full buildout for year 2040. The analysis of future year traffic forecasts is based on projected conditions both with and without the addition of 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. • 2040 Background Conditions – Future traffic conditions are projected without the proposed Project for the long range year of 2040. The traffic volumes on the roadway system will be factored to account for overall growth in the area. Additionally, other approved/planned developments will be added to reflect conditions for 2040. • 2040 Total Future Conditions – The traffic associated with the project will be projected and added to the Background traffic. The intersection operations will be determined. The study examined five existing and three future 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. Carriage Parkway & Mulberry Street (SH 14) Frontage Road (east of I-25) & Prospect Road McLaughlin Road & Prospect Road Main Street (CR 5) & Prospect Road PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 8 CR 5 & Mulberry Street (SH 14) The future intersections related to the ODP are: Carriage Parkway at the Commercial Steet Carriage Parkway at a potential Industrial Access Carriage Parkway at the Industrial/High School Street PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 9 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 North of the ODP is residential use. To the east is both residential and the currently under construction Poudre School District schools and athletics complex. South of the ODP is commercial and undeveloped land. Interstate 25 is to the west of the site. 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 I-25 - This is a two-lane north-south interstate highway that serves the state from Wyoming to New Mexico. There are full interchanges at both Prospect Road and Mulberry Street. Currently, the Colorado Department of Transportation (CDOT) is constructing improvements at the Prospect Road interchange as part of the North I-25 Express Lanes project. The current project includes adding express lanes on I-25 from Mulberry south to the Denver metro area. Ultimately this I-25 corridor will have three general purpose lanes and one express lane in each direction. Prospect Road – This is currently a two-lane east/west arterial road. The speed limit is posted at 35 mph directly adjacent to the project site and 45 mph to the east. There are no usable shoulders near the project site. Prospect Road was recently improved adjacent to the High School site. The intersections of Prospect Road at both McLaughlin Road and Main Street were both signalized. This includes sidewalks and bike lanes on the north side of Prospect Road. The City’s 2014 Bicycle Master Plan – Full Build Network identifies Prospect as accommodating protected bike lanes. The buildout cross-section would allow for four travel lanes, a center left-turn lane, with bike lanes and sidewalks on both sides of the roadway. Frontage Road (east of I-25) - The north-south frontage road exists to the south of I- 25. The northern leg was removed as part of the North I-25 Express Lanes project. This is a two-lane road with very narrow shoulders. There is no posted speed limit within the study area. Carriage Parkway - is a north-south collector road that exists between Mulberry Street and the southern edge of the existing Clydesdale and Fox Grove residential areas. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 10 There are sidewalks on both sides separated from the street with a tree lawn. The speed limit is posted at 30 mph. Carriage Parkway will be extended south to Prospect as part of the City’s Master Street Plan. It will be aligned with the Frontage Road. Mulberry Street - is an east-west state highway (SH 14). It is designated as an NR-A, Non-Rural Regional Highway at Carriage Parkway. Currently, it provides two travel lanes with a center striped median for left turns. West of Carriage Parkway, Mulberry Street widens to four travel lanes. The speed limit is posted at 50 mph. There are paved shoulders on both sides of the street. The Master Street Plan identifies this as a future four-lane arterial from I-25 east to CR 5. CR 5/Main Street – This road is a two-lane facility with improvements adjacent to the high school site and Kitchel Lake. Within this area, there are sidewalks and bike lanes. The speed limit is posted at 45 mph. North of the high school, there are no sidewalks and paved shoulders. The Town of Timnath identifies CR 5 as a Principal Arterial. This road will remain a two-lane facility by 2040 with an ultimate four-lane cross-section. 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 October 2020 and May 2022. The 2020 intersection counts were performed at Carriage Parkway at Mulberry Street, and the Frontage Road at Prospect Road. A 2020 daily count was conducted on Carriage Parkway south of Mulberry Street. The 2022 intersection counts were performed at CR 5 at SH 14. Appendix A includes the intersection turning movement and daily count data. Traffic data was also obtained from the following traffic studies: • A Memorandum for Fox Grove, Phase 2 Traffic Impact Study, prepared February 12, 2019, by Delich Associates • The Prospect High School/Middle School Transportation Impact Study, prepared November 2019, by Delich Associates. The data from the Fox Grove memo was compared to recent counts at Carriage Parkway at Mulberry Street. This comparison was performed due to the pandemic’s potential impact on travel patterns. The highest movement from both counts at this location was selected to represent existing traffic conditions. Any movements on Mulberry Street from 2019 were factored upward by 1% to represent 2020 conditions. Traffic counts for the Frontage Road at Prospect Road were compared to through volumes on Prospect from the High School traffic study. The highest volumes were selected to represent existing conditions. The peak hour traffic at the remaining intersections on Prospect Road at both McLaughlin Road and Main Street was taken from the High School study. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 11 The resulting estimated peak hour turning movements are provided on Figure 3. The current lane configurations of the study intersections are shown on Figure 4. It should be noted that the intersection configurations and control for the intersections of Prospect Road and both McLaughlin Road and Main Street were recently improved with additional lanes and signalization. The traffic analysis of these locations includes these improvements. Figure 3 – Recent Traffic Volumes PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 12 Figure 4 – Current Intersection Configurations PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 13 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 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 14 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. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 15 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. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 16 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 except for the northbound approach on CR 5 at Mulberry Street. This approach experiences long delays. This is common at roads intersecting state highways that are stop controlled. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 17 Table 4 Recent Weekday Peak-Hour Intersection Level of Service # Intersection Overall Movement AM Peak PM Peak LOS LOS 1 Carriage Pkwy & Mulberry St Signal Overall C C EB LT C B EB T B D EB RT A B WB LT B C WB T D C WB RT A B NB LT C C NB T/RT C C SB LT C C SB T/RT C C 2 Frontage Rd & Prospect Rd T-Stop Control Overall A A NB L/T/R B B WB RT A A 3 McLaughlin Ln & Prospect Rd T-Stop Control Overall B B EB LT B B EB T/RT B B WB LT B B WB T/RT B B NB Approach A A SB LT A A SB T/RT A A 4 Main St & Prospect Rd All-Way Stop Control Overall B B EB LT C B EB T B B EB RT B B WB LT B B WB T/RT B B NB LT A A NB T/RT A A SB LT A A SB T A A SB RT A A 11 CR 5 & Mulberry St Overall A B NB LT/RT F F WB LT A 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. 3. Grey highlighted area indicated the LOS exceeds the threshold. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 18 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 Prospect / I-25 ODP Amendment allows for a mixture of land use. Figure 2 depicts large areas with use identified. For purposes of the traffic study, the following uses were assumed in the Planning Areas (PA). • PA 1 – 324 apartments, an 8 pump gas station/convenience store, 3,760 square feet of fast food with drive-thru. Access via the commercial street. • PA 2 – a 22,300 square foot grocery store. Access via the commercial street. • PA 3 – a 2-bay car wash, 2,450 square feet of retail, and a 2,750 square foot coffee shop with a drive-thru. Access via the commercial street. • PA 4 – Assisted Living with 124 beds. Future limited access to/from Prospect Road. • PA 5 – 325,000 square feet of Industrial Park. Access via the commercial street, an access drive to Carriage Parkway (referred to as intersection 7), and the industrial street/high school street (intersection 9). • PA 6 – 47,200 square feet of Office plus 158 live/work units (with 69,400 square feet of office and 23,100 square feet of retail). Access via the commercial street, an access drive to Carriage Parkway (referred to as intersection 7), and the industrial street/high school street (intersection 9). • PA 7 – 96,950 square feet of mini-warehouse with direct access to Carriage Parkway (intersection 8). • PA 8 – Although this is identified as industrial there is a potential for this area to be residential. It was assumed to be 15 single family and 83 multifamily dwellings. Access via a residential street connection to Carriage Parkway (intersection 10). • PA 9 – 19 Single family dwellings. Access via a residential street connection to Carriage Parkway (intersection 10). The ODP includes the connection of Carriage Parkway south to Prospect Road. This roadway will also accommodate a planned connection to the high school. There is a pedestrian and bike trail that is in the western and southern areas of the site. This trail would link to trails on the west side of I-25 via an undercrossing at I-25. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 19 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 19,722 daily trips, 1,449 morning, and 1,733 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, the location of the project within the region and the City of Fort Collins, traffic forecasts from the North Front Range Metropolitan Planning Organization. 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. Project IN Out Total IN Out Total Single-Family Detached 210 34 374 7 21 28 23 13 36 Multi-Family Low Rise 220 407 2,684 36 113 149 123 72 196 Live Work Townhome 220 138 960 16 50 66 50 30 80 Live Work Office 712 69.4 998 95 21 116 51 99 150 Live Work Retail 822 23.1 1,206 33 22 55 76 76 152 Office 712 47.2 679 65 14 79 35 67 102 Assisted Living Beds 254 124 322 13 9 22 12 18 30 Fast -Food w Drive- Thru 934 3.76 1,758 86 82 168 65 60 124 Coffee with Drive Thru 937 2.75 1,467 120 116 236 54 54 107 Conv Store w Gas Stn (pumps)945 8.00 4,994 162 162 325 194 194 388 Retail 822 2.45 333 3 2 6 8 8 16 Grocery 850 22.30 2399 38 26 64 100 100 200 Car Wash & Detail Ctr (stalls)949 2.00 312 11 6 17 13 14 27 Industrial Park 130 325 1,095 90 21 111 24 86 111 Mini-Warehouse KSF 151 96.95 141 5 4 9 7 8 15 19,722 779 669 1,449 834 899 1,733TOTAL BUILDOUT ITE Land Use Code & Rates Project Trip Generation Land Use Land Use Code Dwelling Units KSF Daily AM PM PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 20 Figure 5 – Project Trip Distribution Residential % - Commercial/Industrial % PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 21 Figure 6 – Project Traffic PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 22 Figure 7 – Project Traffic Within Site PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 23 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 ODP 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 Prospect / I-25 ODP Amendment. The future year 2040 was analyzed. The development of these future traffic scenarios is described in this chapter. BACKGROUND 2040 TRAFFIC PROJECTIONS The background traffic projections reflect growth in traffic from ambient growth and approved projects in the area. The ambient growth reflects additional traffic due to regional growth both in and outside of the study area. The background traffic at the existing study intersections was based on the traffic projections from the two previously conducted studies. This includes: • Completion of the Poudre School District High/Middle School and athletics complex • Traffic from the completion of Serratoga Falls, Wild Wing, and Countryside Estates • Completion of the Fox Grove development Phases 1 and 2 • South of Prospect Road at the Frontage Road the following uses were assumed to be developed by 2040: 2 hotels with a total of 240 beds, an 8 pump gas station with convenience store, 100 dwellings of multifamily, 5,000 square feet of retail, 11,280 square feet of fast food, and 800,000 square feet of industrial park. These assumptions are based on information supplied by the applicant. The growth factors applied to the peak hour volumes on Prospect ranged from 4.9 to 7.9 percent per year as provided in the high school traffic study. The existing through volumes on Mulberry Street were factored by the 20-year growth factor of 1.33 as determined by CDOT. The resulting Background 2040 traffic projections for the study intersections are provided on Figure 8. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 24 Figure 8 – Background Traffic 2040 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 25 2040 TOTAL TRAFFIC PROJECTIONS The total traffic projections include both the background plus project traffic. It should be noted that north-south through movements at Carriage Parkway and Mulberry were increased slightly to account for high school traffic which can use Carriage Parkway to access the school. The project-generated traffic volumes from Figures 6 and 7 were added to the 2040 background traffic volumes illustrated on Figure 8 to develop background plus project peak hour traffic volumes. The resulting 2040 total traffic is depicted on Figures 9 and 10. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 26 Figure 9 – Total Traffic 2040 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 27 Figure 10 – Total Traffic 2040 Within Site PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 28 5 SITE DESIGN AND AUXILIARY LANES CARRIAGE PARKWAY DAILY TRAFFIC The ODP was designed to allow for a north-south collector roadway. Carriage Parkway will be the primary roadway to serve the area. It is a designated collector street in the Master Transportation Plan. The total long range 2040 daily volumes are projected at 9,975 trips south of Mulberry Street and 17,750 trips north of Prospect Road. It should be noted that these volumes include existing (south of Mulberry Street) traffic, project related traffic, and traffic from other future development south of Prospect Road. The southern area of Carriage Parkway should be designed as a two-lane arterial street. AUXILIARY LANES An analysis was conducted to determine the need for auxiliary right-turn and left-turn lanes on the adjacent arterials to the project site. The criteria for auxiliary lanes are based on the LCUASS guidelines. The warrants for the left and right turn lanes are provided in Appendix C. Based on the City’s criteria a: • Two eastbound left-turn lanes, a southbound left-turn lane, a southbound right- turn lane, and a westbound right-turn lane are necessary at Carriage Parkway and Prospect Road. • At the intersection of the Commercial Street with Carriage Parkway left-turn lanes on all approaches, and right-turn lanes in the northbound, southbound, and eastbound directions. • At the intersection of the Industrial access with Carriage Parkway a northbound left-turn lane and separate left-turn and right-turn lanes in the eastbound direction. • At the intersection of High School/Industrial Road with Carriage Parkway left- turn lanes on all approaches and right-turn lanes in the northbound and southbound directions. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 29 6 TRAFFIC IMPACT ANALYSIS This chapter presents an analysis of the potential impacts of the traffic generated by the proposed Prospect / I-25 ODP Amendment 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. 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 2040 The future 2040 traffic projections at the study intersections were analyzed to determine their future operating conditions. The future 2040 intersection geometry is depicted on Figure 11. This is based on future roadway designations. At the intersection of CR 5 at Mulberry Street, signalization is necessary for the future under background conditions. An initial analysis of CR 5 at Mulberry Street indicated that dual northbound left-turns lanes and a right-turn lane are needed. The intersection operations for 2040 were analyzed with the auxiliary lane improvements described in the previous chapter for total traffic conditions. The operational results, for each of the study intersections, are provided in Table 6 for both the background and total traffic scenarios. The analysis includes three intersections on Carriage Parkway. Two are proposed streets and one is key access into the industrial areas. The other intersections on Figure 10 are provided for informational purposes. Note that the results provided in Table 6 indicate both the overall LOS for the intersection and the LOS for each constrained movement and/or approach. At the intersection of Carriage Parkway and Prospect Road, the projected volumes indicate a traffic signal may be warranted. The improvement is included under total traffic conditions. The study results indicate that the intersections will operate acceptably. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 30 Figure 11 – 2040 Intersection Configurations PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 31 Table 6 - Future 2040 Intersection Level of Service # Intersection Movement AM Peak Hr LOS PM Peak Hr LOS Background Total Background Total 1 Carriage Pkwy & Mulberry St Signal Overall C C C C EB LT B C B B EB T C C C D EB RT C C B C WB LT C B C D WB T A C B B WB RT A B B B NB LT C C C C NB T/RT C C C C SB LT C C C D SB L/T/R C C C D 2 Carriage Pkwy/Frontage Rd & Prospect Rd Signal Overall C D C D EB LT - E - E EB T B B C C EB RT C C C B WB LT C E D E WB T C E B E WB RT - C A C NB LT C E C E NB T B C B C NR RT B C B C SB LT - E - D SB T A D A C SB RT - D - D 3 McLaughlin/HS Drive & Prospect Rd Signal Overall B B B B EB LT B B B B EB T/RT A A B B WB LT B B C C WB T B B B C WB RT B B B B NB LT A C B B NB T/RT B A B B SB LT C C B B SB T/RT B C B B 4 Main St & Prospect Rd Signal Overall D D C C EB LT C D C C EB T C C D D EB RT B A B B WB LT B B C C WB T D E D D WB RT B B C C NB LT E E B C NB T C C C C NB RT B C B C SB LT C D C C SB T C D C C SB RT D D B C 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. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 32 Table 6 (continued) - Future 2040 Intersection Level of Service # Intersection Movement AM Peak Hr LOS PM Peak Hr LOS Background Total Background Total 11 Carriage Pkwy & Mulberry St Signal Overall C C B B EB T B B C C EB RT A A A A WB LT B B D D WB T C C A A NB LT C C D D NB RT C C D D 6 Carriage Pkwy & Commercial St Signal Overall - B - B EB LT - D - D EB T - D - D EB RT - D - D WB LT - D - D WB T/RT - D - D NB LT - A - A NB T - A - A NR RT - A - A SB LT - A - A SB T - B - B SB RT - A - A 7 Carriage Pkwy & Industrial Access T-Stop Overall - A - A NB LT - A - A EB LT - C - C EB RT - B - B 9 Carriage Pkwy & High School Two-Way Stop Control Overall - A - A NB LT - A - A EB LT - D - D EB T/RT - B - B WB LT - C - D WB T/RT - B - B SB LT - A - A 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 YEAR 2040 IMPROVEMENT MEASURES The proposed improvement measures for 2040 include the following: • Carriage Parkway and Prospect Road will require signalization. The intersection will require dual left-turn lanes on each approach. In the southbound direction, an exclusive lane should be provided that allows for a continuous right-turn. This should also be designed to accommodate the westbound right-turn at the I-25 northbound ramp. • Signalize Carriage Parkway at the Commercial Street. The 2040 intersection configurations for the intersections along Carriage Parkway are depicted on Figure 12. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 33 Figure 12 – Future Project Intersection Configurations PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 34 CARRIAGE PARKWAY QUEUE ANALYSIS - COMMERCIAL STREET AND PROSPECT ROAD An analysis was performed to determine the distance on Carriage Parkway between the proposed Commercial Street and Prospect Road. This was performed with Total 2040 traffic projections that include full buildout of the project. It should be noted that no reductions were taken for any passerby traffic or internal capture for the project, or the potential uses south of Prospect. The 95 percentile queue lengths were used. The queue length worksheets are provided in Appendix B. Table 7 depicts the anticipated spacing based on the queues. Table 7 - Spacing on Carriage Parkway - Commercial St/Prospect Rd The Grey Highlighted areas represent this highest queue length. As indicated in the table, the intersection of the Commercial Street should be 455 feet north of Prospect Road. Dimensions (feet)AM PM Crosswalks 20 20 NB LT at Carriage/Commercial 100 190 SB LT at Carriage/Prospect 55 65 Taper 180 180 Total Spacing Flow Line to Flow Line 455 PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 35 7 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. 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 D. The results of this analysis are summarized in Table 8 along with the associated LOS for each element. The elements that could be assessed with an ODP will satisfy the LOS standards. It should be noted that The Street Crossing and Visual Interest will be determined when development proposals are submitted. Also, the ODP includes a pedestrian/bicycle trail that will be in the western area of the site. This trail will connect to a future underpass at I-25. The future school will upgrade the portions of Prospect adjacent to the school with both sidewalks and bike lanes. Table 8 – Pedestrian Level of Service Destination Pedestrian Elements LOS Directness Continuity Street Crossing Visual Interest Security Standard LOS School Walk Area B B B C B Future High School Middle School A B TBD TBD B Residential North of ODP A to B B TBD TBD B TBD – To Be Determined when a development is proposed. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 36 BICYCLE NETWORK The bicycle network within the 1,320 foot area of the project site was evaluated for the destination to/from the future high school/middle school site. The bicycle analysis is for Continuity adjacent to the Project and these destinations. The results are provided in Table 9. Table 9 – Bicycle Level of Service Destination Type Continuity LOS Minimum Actual Proposed Future High School/ Middle School Institution C No Facilities A TRANSIT Currently, there is no public transit provided in the study area. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 37 8 CONCLUSIONS This study was undertaken to analyze the potential long range traffic impacts of the proposed Prospect / I-25 ODP in the City of Fort Collins. The following summarizes the results of this analysis: • The proposed ODP consists of numerous land use elements: industrial, commercial, and residential. The site is approximately 115 acres. The roadway system includes the connection of Carriage Parkway from its current terminus south to Prospect Road. A pedestrian/bicycle trail is planned that will connect with a future I-25 underpass. • The site is located north of Prospect Road and east of I-25. This land is currently undeveloped. • The Project is expected to generate approximately 19,722 daily trips, 1,449 trips during the AM peak hour, and 1,733 trips during the PM peak hour. • Currently, the study intersections are operating at acceptable levels except for northbound CR 5 at Mulberry Street. • The ODP will require the following intersection improvements: o Provide dual eastbound left-turn lanes, a westbound right-turn lane, dual southbound left-turn lanes, and a continuous southbound right-turn lane at Carriage Parkway and Prospect Road. This intersection will require signalization. o Signalize Carriage Parkway at the Commercial Street. Provide 455 feet of spacing between the flow lines of the Commercial Street and Prospect Road. • Under both 2040 background and total conditions, the intersections are projected to operate acceptably. • The projected volumes on Carriage Parkway will range between 9,975 (south of Mulberry Street) to 17,750 (north Prospect Road). • For the pedestrian and bicycle characteristics that are provided in the ODP, it is anticipated that the levels of service will be acceptable and exceed some standards. PROSPECT / I-25 ODP AMENDMENT | TRAFFIC IMPACT STUDY CITY OF FORT COLLINS Rollins Consult LLC | 38 APPENDICIES § Appendix A: Traffic Counts § Appendix B: Level of Service Worksheets § Appendix C: LCUASS Right-Turn and Left-Turn Warrants § Appendix D: Pedestrian/Bicycle Destination Area Rollins Consult LLC | 39 Appendix A - Traffic Counts Rollins Consult LLC | 40 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 0 WB 7.9%0.87 NB 15.7%0.62 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 14.5%0.92 Date: 05/12/2022 Peak Hour Count Period: 7:00 AM 9:00 AM UT LT TH RT Interval Start SH 14 SH 14 CR 5 n/a 15-min TotalUTLTTHRT SB -- TOTAL 10.7%0.92 TH RT 7:00 AM 0 0 97 17 0 8 205 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 18 251 0 0 6 0 0 0 335 0 7:15 AM 0 0 113 19 0 0 7 0 1 0 0 0 0 437 0 7:45 AM 0 0 117 19 0 0 26 0 15 0 415 0 7:30 AM 0 0 136 20 0 11 229 0 8 0 0 0 0 393 1,580 8:00 AM 0 0 126 23 0 14 180 0 11 0 0 0 00132200013 0 12 176 0 0 12 0 0 0 366 1,611 8:15 AM 0 0 112 17 0 0 17 0 6 0 0 0 0 305 1,398 8:45 AM 0 0 81 21 0 0 6 0 7 0 334 1,530 8:30 AM 0 0 99 25 0 8 160 0 5 0 0 0 0 284 1,2890500000101550012 Count Total 0 0 881 161 0 94 1,576 0 0 0 2,869 0 Peak Hour All 0 0 492 0 0 99 0 58 0 0 0 0 0 173 07000709 0 1,611 0 HV 0 0 74 9 0 4 62 0 40 0 0 08105688000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 23%----11%7%8%--11%-HV%--15%11%- 0 0 7:15 AM 18 19 2 0 39 0 0 0 0 0 0 0 2 West North South 7:00 AM 8 19 0 0 27 0 EB WB NB SB Total East 7:45 AM 21 26 4 0 51 0 0 0 0 0 0 0 7:30 AM 23 13 5 0 41 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 19 13 1 0 33 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 21 16 5 0 42 0 0 0 0 0 0 0 8:45 AM 19 15 1 0 35 0 0 0 0 0 0 0 8:30 AM 25 18 1 0 44 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 Peak Hr 83 74 16 0 173 0 0 0 0 0 0 0 2Count Total 154 139 19 0 312 0 0000000 0 0 000 0 0 00 0N CR 5 SH 14 SH 14 CR 5SH 14 1,611TEV: 0.92PHF: 880 56 936 532 0 4062102137081 492573 942 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com Rollins Consult LLC | 41 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 0 WB 5.6%0.93 NB 4.5%0.85 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 3.1%0.86 Date: 05/12/2022 Peak Hour Count Period: 4:00 PM 6:00 PM UT LT TH RT Interval Start SH 14 SH 14 CR 5 n/a 15-min TotalUTLTTHRT SB -- TOTAL 4.1%0.93 TH RT 4:00 PM 0 0 181 19 0 11 135 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 11 155 0 0 17 0 0 0 389 0 4:15 PM 0 0 207 30 0 0 32 0 11 0 0 0 0 400 0 4:45 PM 0 0 206 25 0 0 10 0 7 0 432 0 4:30 PM 0 0 211 26 0 7 139 0 12 0 0 0 0 434 1,655 5:00 PM 0 0 252 35 0 2 143 0 13 0 0 0 0041600026 0 9 155 0 0 17 0 0 0 467 1,733 5:15 PM 0 0 211 13 0 0 23 0 12 0 0 0 0 413 1,734 5:45 PM 0 0 152 9 0 0 15 0 12 0 420 1,721 5:30 PM 0 0 231 20 0 3 132 0 15 0 0 0 0 301 1,601090000051090017 Count Total 0 0 1,651 177 0 52 1,128 0 0 0 3,256 0 Peak Hour All 0 0 900 0 0 157 0 91 0 0 0 0 0 71 03400501 0 1,734 0 HV 0 0 29 2 0 0 81 0 52 0 0 09301859000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%----4%0%6%--6%-HV%--3%2%- 0 0 4:15 PM 6 15 0 0 21 0 0 0 0 0 0 0 0 West North South 4:00 PM 10 14 5 0 29 0 EB WB NB SB Total East 4:45 PM 5 13 2 0 20 0 0 0 0 0 0 0 4:30 PM 6 12 1 0 19 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 9 11 1 0 21 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 11 7 1 0 19 0 0 0 0 0 0 0 5:45 PM 7 2 0 0 9 0 0 0 0 0 0 0 5:30 PM 6 3 2 0 11 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 Peak Hr 31 34 6 0 71 0 0 0 0 0 0 0 0Count Total 60 77 12 0 149 0 0000000 0 0 000 0 0 00 0N CR 5 SH 14 SH 14 CR 5SH 14 1,734TEV: 0.93PHF: 590 18 608 952 0 5281133111093 900993 671 0 Project Manager: (720) 646-1008 project.manager.co@idaxdata.com Rollins Consult LLC | 42 www.idaxdata.com 01_FRONTAGE_E PROSPECT to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 0 Peak Hour Date: Thu, Oct 15, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.25 TOTAL 5.0%0.80 TH RT WB 2.8%0.79 NB 11.8%0.61 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 7.4%0.74 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E PROSPECT RD E PROSPECT RD FRONTAGE RD FRONTAGE RD 15-min TotalUTLTTHRT 0 2 55 0 0 0 0 0 0 97 0 7:15 AM 1 0 34 5 0 0 2 0 0 07:00 AM 0 0 47 4 0 0 44 0 0 0 117 0 7:45 AM 0 1 51 12 0 0 3 0 0 0 102 0 7:30 AM 0 0 34 1 0 0 79 2 3 0 0 0 0 143 459 8:00 AM 1 0 19 4 0 2 47 0 4 0 0 1 01169003 0 3 34 0 0 4 0 0 0 76 438 8:15 AM 1 0 23 12 0 0 1 0 2 0 0 0 1 97 395 8:45 AM 0 0 31 15 0 0 2 0 4 0 79 415 8:30 AM 1 1 22 10 0 3 53 0 2 0 0 0 0 100 3520600000443001 1 3 247 0 0 Count Total 4 2 261 63 1 15 424 0 1 1 811 0 0 0 0 0 0 0 West North South 7:00 AM 5 2 1 1 1 166 0 0 16 2 21 0 0 459 082700122 0 8 0 EB WB NB SB Total East 7:45 AM 2 1 1 0 4 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 4 3 0 0 0 0 7:30 AM 3 1 0 0 4 0 0 0 0 0 0 0 0 000700 0 0 8:15 AM 4 2 0 0 6 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 1 3 0 0 4 0 0 0 0 0 0 0 8:45 AM 5 2 0 0 7 0 0 0 0 0 0 0 8:30 AM 3 2 1 0 6 0 0 0 0 0 0 0 0 0 0 0 0000110 0 0 Peak Hour 14 7 2 0 23 0 0 0 0 1 1 0 0Count Total 27 16 3 0 46 0 0000000 0 0000 00 0N FRONTAGE RD E PROSPECT RD E PROSPECT RD FRONTAGE RDE PROSPECT RDFRONTAGE RD459TEV: 0.8PHF:0101300 247 3 251 1741 7281726022 166 1 190 256 1 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com Rollins Consult LLC | 43 www.idaxdata.com 01_FRONTAGE_E PROSPECT to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 0 Peak Hour Date: Thu, Oct 15, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB -- TOTAL 1.4%0.92 TH RT WB 1.2%0.86 NB 0.0%0.72 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 1.6%0.83 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E PROSPECT RD E PROSPECT RD FRONTAGE RD FRONTAGE RD 15-min TotalUTLTTHRT 0 0 60 0 0 2 0 0 0 139 0 4:15 PM 0 0 63 5 0 0 4 0 3 04:00 PM 1 0 71 1 0 2 57 0 0 0 120 0 4:45 PM 1 0 61 2 0 1 2 0 1 0 133 0 4:30 PM 1 0 56 4 0 1 54 0 3 0 0 0 0 119 511 5:00 PM 0 0 83 6 0 0 56 0 2 0 0 0 00244007 0 1 55 0 0 3 0 0 0 154 526 5:15 PM 1 0 86 5 0 0 6 0 3 0 0 0 0 135 564 5:45 PM 0 0 62 1 0 0 1 0 1 0 156 549 5:30 PM 1 0 58 4 1 0 69 0 5 0 0 0 0 130 5750200000159005 1 2 239 0 0 Count Total 5 0 540 28 1 7 454 0 0 0 1,086 0 1 0 0 1 0 0 West North South 4:00 PM 3 3 1 2 0 289 0 1 30 0 20 0 0 575 01501100016 0 7 0 EB WB NB SB Total East 4:45 PM 1 2 0 0 3 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 4:15 PM 3 0 0 0 0 0 4:30 PM 2 0 0 0 2 0 0 0 0 0 1 0 0 000310 0 0 5:15 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 1 1 0 0 2 0 0 0 0 0 0 0 5:30 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 Peak Hour 5 3 0 0 8 0 0 1 0 0 2 0 0Count Total 14 8 1 0 23 1 0000000 0 0000 00 0N FRONTAGE RD E PROSPECT RD E PROSPECT RD FRONTAGE RDE PROSPECT RDFRONTAGE RD575TEV: 0.92PHF:0000000 239 2 242 3011 110152618016 289 0 307 256 2 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com Rollins Consult LLC | 44 www.idaxdata.com 02_CARRIAGE_E MULBERRY 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 2 2 1 0 0 5 4 Peak Hour Date: Thu, Oct 15, 2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 3.1%0.80 TOTAL 9.7%0.95 TH RT WB 7.9%0.96 NB 2.4%0.82 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB 14.1%0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E MULBERRY ST E MULBERRY ST CARRIAGE PKEY CAMINO DEL MUNDO 15-min TotalUTLTTHRT 0 0 180 0 0 25 0 0 5 294 0 7:15 AM 0 0 124 5 0 0 11 0 2 07:00 AM 0 0 107 5 0 0 164 0 0 10 361 0 7:45 AM 0 4 129 10 0 0 23 0 2 0 343 0 7:30 AM 0 2 126 1 0 2 195 0 1 0 1 0 7 367 1,365 8:00 AM 0 4 108 6 0 3 184 0 3 0 0 0 4011981017 0 5 162 0 0 15 1 0 9 329 1,400 8:15 AM 0 6 107 8 0 0 11 0 3 0 1 0 8 282 1,291 8:45 AM 0 3 92 13 0 0 23 0 4 0 313 1,370 8:30 AM 0 2 92 8 0 2 142 0 2 0 1 0 7 287 1,211010104011510021 0 6 757 1 0 Count Total 0 21 885 56 0 14 1,376 5 0 54 2,576 0 0 0 0 0 0 0 West North South 7:00 AM 17 13 1 0 10 487 1 0 146 0 18 0 30 1,400 0760902022 0 31 0 EB WB NB SB Total East 7:45 AM 21 14 1 0 36 0 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 7:15 AM 17 14 0 0 0 0 7:30 AM 15 13 1 0 29 0 0 1 0 0 0 0 0 0003100 0 2 8:15 AM 19 21 1 0 41 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 20 19 0 1 40 0 0 0 0 0 0 0 8:45 AM 13 15 1 0 29 0 0 0 0 0 0 1 8:30 AM 17 15 3 0 35 0 0 0 0 0 0 0 0 0 0 0 0000000 0 5 Peak Hour 73 60 2 1 136 0 0 0 1 0 1 0 0Count Total 139 124 8 1 272 0 4101000 0 0100 40 0N CARRIAGE PKEY E MULBERRY ST E MULBERRY ST CARRIAGE PKEYE MULBERRY STCAMINO DEL MUNDO1,400TEV: 0.95PHF:3002321101 757 6 764 4980 90768528022 487 10 519 863 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com Rollins Consult LLC | 45 www.idaxdata.com 02_CARRIAGE_E MULBERRY to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 1 1 0 1 4 1 10 3 Peak Hour Date: Thu, Oct 15, 2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.83 TOTAL 4.1%0.93 TH RT WB 4.4%0.94 NB 6.9%0.72 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 3.7%0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E MULBERRY ST E MULBERRY ST CARRIAGE PKEY CAMINO DEL MUNDO 15-min TotalUTLTTHRT 0 5 155 1 0 23 1 0 3 410 0 4:15 PM 0 7 187 17 1 0 14 0 6 04:00 PM 0 15 204 16 0 1 149 0 0 6 417 0 4:45 PM 1 9 205 14 0 0 24 0 1 0 406 0 4:30 PM 0 6 209 11 0 6 154 0 2 0 0 0 9 392 1,625 5:00 PM 0 6 211 15 0 5 155 0 2 0 0 0 5011440011 0 0 168 1 0 13 0 0 6 416 1,631 5:15 PM 0 11 234 15 0 0 16 0 2 0 0 0 4 395 1,651 5:45 PM 0 4 163 18 0 0 20 0 3 0 448 1,673 5:30 PM 1 9 192 20 0 3 143 0 3 0 1 0 2 340 1,599010103021360012 0 12 621 1 0 Count Total 2 67 1,605 126 0 23 1,204 3 0 38 3,224 0 0 0 0 0 0 0 West North South 4:00 PM 18 11 0 1 32 859 3 0 133 0 20 0 19 1,673 0640801055 0 29 0 EB WB NB SB Total East 4:45 PM 8 7 0 0 15 3 4 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 1 4:15 PM 24 18 1 0 0 0 4:30 PM 15 9 4 0 28 0 0 1 0 0 0 0 1 0004200 0 0 5:15 PM 5 4 0 0 9 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 7 8 1 0 16 0 0 0 3 0 3 0 5:45 PM 9 7 0 0 16 0 1 0 0 0 4 1 5:30 PM 9 8 1 0 18 1 0 0 0 0 0 0 0 0 0 0 1000000 0 8 Peak Hour 35 28 5 0 68 0 0 0 4 3 8 0 2Count Total 95 72 6 0 173 1 2437010 0 3400 21 0N CARRIAGE PKEY E MULBERRY ST E MULBERRY ST CARRIAGE PKEYE MULBERRY STCAMINO DEL MUNDO1,673TEV: 0.93PHF:1901203301 621 12 634 8680 80647267055 859 32 947 705 1 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com Rollins Consult LLC | 46 Location:CARRIAGE WAY S/O E MULBERRY ST Date Range:10/15/2020 - 10/21/2020 Site Code:01 Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total 12:00 AM 1 1 2 ------------------1 1 2 1:00 AM 0 1 1 ------------------0 1 1 2:00 AM 0 0 0 ------------------0 0 0 3:00 AM 6 3 9 ------------------6 3 9 4:00 AM 6 0 6 ------------------6 0 6 5:00 AM 22 3 25 ------------------22 3 25 6:00 AM 49 17 66 ------------------49 17 66 7:00 AM 81 20 101 ------------------81 20 101 8:00 AM 78 46 124 ------------------78 46 124 9:00 AM 76 29 105 ------------------76 29 105 10:00 AM 76 36 112 ------------------76 36 112 11:00 AM 80 57 137 ------------------80 57 137 12:00 PM 94 80 174 ------------------94 80 174 1:00 PM 65 40 105 ------------------65 40 105 2:00 PM 91 59 150 ------------------91 59 150 3:00 PM 94 61 155 ------------------94 61 155 4:00 PM 78 67 145 ------------------78 67 145 5:00 PM 66 78 144 ------------------66 78 144 6:00 PM 48 48 96 ------------------48 48 96 7:00 PM 31 39 70 ------------------31 39 70 8:00 PM 17 37 54 ------------------17 37 54 9:00 PM 14 18 32 ------------------14 18 32 10:00 PM 3 8 11 ------------------3 8 11 11:00 PM 4 5 9 ------------------4 5 9 Total 1,080 753 1,833 ------------------1,080 753 1,833 Percent 59%41%-------------------59%41%- 1. Mid-week average includes data between Tuesday and Thursday. Thursday Friday Saturday 10/16/202010/15/2020 Mid-Week Average10/17/2020 Sunday Monday Tuesday Wednesday 10/21/202010/20/202010/19/202010/18/2020 Mark Skaggs:425-250-0777 mark.skaggs@idaxdata.com 1 Rollins Consult LLC | 47 Appendix B Level of Service Worksheets Rollins Consult LLC | 48 EXISTING Rollins Consult LLC | 49 HCM 6th Signali]ed Intersection Summary 1: Carriage Parkway/Camino Del Mundo & Mulberry Street 05/23/2022 RXdolph Farm 7:00 am 10/15/2020 Recent AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 11 487 23 3 892 1 94 1 6 4 1 34 FXtXre VolXme (Yeh/h) 11 487 23 3 892 1 94 1 6 4 1 34 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1693 1870 1870 1781 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 12 513 24 3 939 1 99 1 6 4 1 36 Peak HoXr Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent HeaY\ Veh, % 2 14 2 2 8 2 2 2 2 2 2 2 Cap, Yeh/h 127 944 884 400 975 868 412 56 337 361 8 303 ArriYe On Green 0.01 0.56 0.56 0.00 0.55 0.55 0.05 0.24 0.24 0.01 0.20 0.20 Sat FloZ, Yeh/h 1781 1693 1585 1781 1781 1585 1781 231 1389 1781 43 1549 Grp VolXme(Y), Yeh/h 12 513 24 3 939 1 99 0 7 4 0 37 Grp Sat FloZ(s),Yeh/h/ln 1781 1693 1585 1781 1781 1585 1781 0 1620 1781 0 1592 Q SerYe(g_s), s 0.3 18.2 0.6 0.1 47.8 0.0 4.1 0.0 0.3 0.2 0.0 1.8 C\cle Q Clear(g_c), s 0.3 18.2 0.6 0.1 47.8 0.0 4.1 0.0 0.3 0.2 0.0 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.97 Lane Grp Cap(c), Yeh/h 127 944 884 400 975 868 412 0 394 361 0 311 V/C Ratio(X) 0.09 0.54 0.03 0.01 0.96 0.00 0.24 0.00 0.02 0.01 0.00 0.12 AYail Cap(c_a), Yeh/h 196 956 896 487 1006 896 412 0 394 445 0 311 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 1.00 Uniform Dela\ (d), s/Yeh 21.4 13.3 9.4 11.1 20.5 9.7 26.9 0.0 27.3 30.3 0.0 31.4 Incr Dela\ (d2), s/Yeh 0.3 0.6 0.0 0.0 19.7 0.0 0.3 0.0 0.1 0.0 0.0 0.8 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 0.1 5.9 0.2 0.0 21.5 0.0 1.8 0.0 0.1 0.1 0.0 0.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 21.8 13.9 9.4 11.1 40.2 9.7 27.2 0.0 27.3 30.3 0.0 32.2 LnGrp LOS C B A B D A C A C C A C Approach Vol, Yeh/h 549 943 106 41 Approach Dela\, s/Yeh 13.9 40.0 27.2 32.0 Approach LOS B D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 5.0 27.5 4.9 57.3 9.5 23.0 5.9 56.3 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 5.0 18.5 5.0 53.5 5.0 18.5 5.0 53.5 Ma[ Q Clear Time (g_c+I1), s 2.2 2.3 2.1 20.2 6.1 3.8 2.3 49.8 Green E[t Time (p_c), s 0.0 0.0 0.0 3.2 0.0 0.1 0.0 2.1 Intersection SXmmar\ HCM 6th Ctrl Dela\ 30.2 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 50 HCM 6th Signali]ed Intersection Summary 1: Carriage Parkway/Camino Del Mundo & Mulberry Street 05/24/2022 RXdolph Farm 4:00 pm 10/15/2020 Recent PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 33 860 53 6 621 1 52 2 8 2 1 10 FXtXre VolXme (Yeh/h) 33 860 53 6 621 1 52 2 8 2 1 10 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1841 1870 1870 1841 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 35 925 57 6 668 1 56 2 9 2 1 11 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 4 2 2 4 2 2 2 2 2 2 2 Cap, Yeh/h 298 949 817 114 902 777 463 77 347 399 29 323 ArriYe On Green 0.03 0.52 0.52 0.01 0.49 0.49 0.04 0.26 0.26 0.00 0.22 0.22 Sat FloZ, Yeh/h 1781 1841 1585 1781 1841 1585 1781 296 1334 1781 134 1472 Grp VolXme(Y), Yeh/h 35 925 57 6 668 1 56 0 11 2 0 12 Grp Sat FloZ(s),Yeh/h/ln 1781 1841 1585 1781 1841 1585 1781 0 1630 1781 0 1605 Q SerYe(g_s), s 0.8 41.2 1.5 0.1 24.5 0.0 2.0 0.0 0.4 0.1 0.0 0.5 C\cle Q Clear(g_c), s 0.8 41.2 1.5 0.1 24.5 0.0 2.0 0.0 0.4 0.1 0.0 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.82 1.00 0.92 Lane Grp Cap(c), Yeh/h 298 949 817 114 902 777 463 0 424 399 0 353 V/C Ratio(X) 0.12 0.98 0.07 0.05 0.74 0.00 0.12 0.00 0.03 0.01 0.00 0.03 AYail Cap(c_a), Yeh/h 344 951 819 206 951 819 491 0 424 500 0 353 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 1.00 Uniform Dela\ (d), s/Yeh 13.5 19.9 10.3 19.8 17.2 11.0 22.9 0.0 23.2 25.5 0.0 25.8 Incr Dela\ (d2), s/Yeh 0.2 23.2 0.0 0.2 3.0 0.0 0.1 0.0 0.1 0.0 0.0 0.2 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 0.3 20.2 0.5 0.1 9.3 0.0 0.8 0.0 0.2 0.0 0.0 0.2 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.7 43.0 10.3 20.0 20.2 11.0 23.0 0.0 23.3 25.5 0.0 26.0 LnGrp LOS B D B C C B C A C C A C Approach Vol, Yeh/h 1017 675 67 14 Approach Dela\, s/Yeh 40.2 20.1 23.1 25.9 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 4.7 26.4 5.2 47.9 8.2 23.0 7.3 45.8 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 5.0 18.5 5.0 43.5 5.0 18.5 5.0 43.5 Ma[ Q Clear Time (g_c+I1), s 2.1 2.4 2.1 43.2 4.0 2.5 2.8 26.5 Green E[t Time (p_c), s 0.0 0.0 0.0 0.2 0.0 0.0 0.0 3.7 Intersection SXmmar\ HCM 6th Ctrl Dela\ 31.8 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 51 HCM 6WK TWSC 2: FURQWaJH RRaG & PURVSHcW RRaG 05/23/2022 Rudolph Farm 7:00 am 10/15/2020 Recent AM Synchro 10 Light Report RR Page 1 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 166 22 6 384 8 7 Future Vol, veh/h 166 22 6 384 8 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 7 2 3 2 11 2 Mvmt Flow 208 28 8 480 10 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 236 0 718 222 Stage 1 - - - - 222 - Stage 2 - - - - 496 - Critical Hdwy - - 4.13 - 6.51 6.22 Critical Hdwy Stg 1 - - - - 5.51 - Critical Hdwy Stg 2 - - - - 5.51 - Follow-up Hdwy - - 2.227 - 3.599 3.318 Pot Cap-1 Maneuver - - 1325 - 383 818 Stage 1 - - - - 794 - Stage 2 - - - - 594 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1325 - 380 818 Mov Cap-2 Maneuver - - - - 380 - Stage 1 - - - - 794 - Stage 2 - - - - 589 - Approach EB WB NB HCM Control Delay, s 0 0.1 12.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 507 - - 1325 - HCM Lane V/C Ratio 0.037 - - 0.006 - HCM Control Delay (s) 12.4 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Rollins Consult LLC | 52 HCM 2010 TWSC 2: FURQWaJH RRaG & PURVSHFW RRaG 05/23/2022 Rudolph Farm 4:00 pm 10/15/2020 Recent PM Synchro 10 Light Report RR Page 1 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 289 16 3 239 15 11 Future Vol, veh/h 289 16 3 239 15 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 314 17 3 260 16 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 331 0 589 323 Stage 1 - - - - 323 - Stage 2 - - - - 266 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1228 - 471 718 Stage 1 - - - - 734 - Stage 2 - - - - 779 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1228 - 470 718 Mov Cap-2 Maneuver - - - - 470 - Stage 1 - - - - 734 - Stage 2 - - - - 777 - Approach EB WB NB HCM Control Delay, s 0 0.1 11.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 550 - - 1228 - HCM Lane V/C Ratio 0.051 - - 0.003 - HCM Control Delay (s) 11.9 - - 7.9 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - Rollins Consult LLC | 53 HCM 6WK SLJQaOL]Hd IQWHUVHcWLRQ SXPPaU\ 3: McLaXJKOLQ RRad & PURVSHcW RRad 05/23/2022 RXdolph Farm 7:00 am 10/15/2020 Recent AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 114 2 1 388 1 2 1 2 1 1 0 FXtXre VolXme (Yeh/h) 1 114 2 1 388 1 2 1 2 1 1 0 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 123 2 1 417 1 2 1 2 1 1 0 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 229 509 8 453 517 1 392 210 327 890 965 0 ArriYe On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.52 0.52 0.52 0.52 0.52 0.00 Sat FloZ, Yeh/h 969 1792 29 1266 1821 4 543 406 633 1414 1870 0 Grp VolXme(Y), Yeh/h 1 0 125 1 0 418 5 0 0 1 1 0 Grp Sat FloZ(s),Yeh/h/ln 969 0 1821 1266 0 1825 1582 0 0 1414 1870 0 Q SerYe(g_s), s 0.0 0.0 2.4 0.0 0.0 9.6 0.0 0.0 0.0 0.0 0.0 0.0 C\cle Q Clear(g_c), s 9.6 0.0 2.4 2.4 0.0 9.6 0.1 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.00 0.40 0.40 1.00 0.00 Lane Grp Cap(c), Yeh/h 229 0 517 453 0 518 928 0 0 890 965 0 V/C Ratio(X) 0.00 0.00 0.24 0.00 0.00 0.81 0.01 0.00 0.00 0.00 0.00 0.00 AYail Cap(c_a), Yeh/h 341 0 728 600 0 730 928 0 0 890 965 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Dela\ (d), s/Yeh 19.4 0.0 12.4 13.3 0.0 15.0 5.3 0.0 0.0 5.3 5.3 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.0 0.2 0.0 0.0 4.5 0.0 0.0 0.0 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 0.0 0.8 0.0 0.0 3.6 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 19.4 0.0 12.6 13.3 0.0 19.5 5.3 0.0 0.0 5.3 5.3 0.0 LnGrp LOS B A B B A B A A A A A A Approach Vol, Yeh/h 126 419 5 2 Approach Dela\, s/Yeh 12.7 19.5 5.3 5.3 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 27.7 17.3 27.7 17.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 18.0 18.0 18.0 18.0 Ma[ Q Clear Time (g_c+I1), s 2.1 11.6 2.0 11.6 Green E[t Time (p_c), s 0.0 0.2 0.0 1.2 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.7 HCM 6th LOS B Rollins Consult LLC | 54 HCM 6WK SLJQaOL]Hd IQWHUVHcWLRQ SXPPaU\ 3: McLaXJKOLQ RRad & PURVSHcW RRad 05/23/2022 RXdolph Farm 4:00 pm 10/15/2020 Recent PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1 280 3 2 187 1 3 1 2 1 1 1 FXtXre VolXme (Yeh/h) 1 280 3 2 187 1 3 1 2 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 1.00 1.00 1.00 1.00 1.00 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 1 286 3 2 191 1 3 1 2 1 1 1 Peak HoXr Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent HeaY\ Veh, % 2 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 305 386 4 232 388 2 535 191 303 989 503 503 ArriYe On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.59 0.59 0.59 0.59 0.59 0.59 Sat FloZ, Yeh/h 1191 1804 19 1090 1815 10 708 325 517 1414 858 858 Grp VolXme(Y), Yeh/h 1 0 289 2 0 192 6 0 0 1 0 2 Grp Sat FloZ(s),Yeh/h/ln 1191 0 1822 1090 0 1824 1550 0 0 1414 0 1716 Q SerYe(g_s), s 0.0 0.0 6.7 0.1 0.0 4.2 0.0 0.0 0.0 0.0 0.0 0.0 C\cle Q Clear(g_c), s 4.2 0.0 6.7 6.7 0.0 4.2 0.1 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.01 1.00 0.01 0.50 0.33 1.00 0.50 Lane Grp Cap(c), Yeh/h 305 0 390 232 0 390 1028 0 0 989 0 1006 V/C Ratio(X) 0.00 0.00 0.74 0.01 0.00 0.49 0.01 0.00 0.00 0.00 0.00 0.00 AYail Cap(c_a), Yeh/h 526 0 729 435 0 730 1028 0 0 989 0 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.96 0.00 0.96 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Dela\ (d), s/Yeh 17.4 0.0 16.5 19.7 0.0 15.5 3.9 0.0 0.0 3.9 0.0 3.9 Incr Dela\ (d2), s/Yeh 0.0 0.0 2.8 0.0 0.0 0.9 0.0 0.0 0.0 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 0.0 2.5 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 17.4 0.0 19.3 19.7 0.0 16.5 3.9 0.0 0.0 3.9 0.0 3.9 LnGrp LOS B A B B A B A A A A A A Approach Vol, Yeh/h 290 194 6 3 Approach Dela\, s/Yeh 19.3 16.5 3.9 3.9 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 30.9 14.1 30.9 14.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 18.0 18.0 18.0 18.0 Ma[ Q Clear Time (g_c+I1), s 2.1 8.7 2.0 8.7 Green E[t Time (p_c), s 0.0 1.0 0.0 0.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 17.9 HCM 6th LOS B Rollins Consult LLC | 55 HCM 6WK SLJQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: MaLQ SWUeeW & PURVSecW RRad 05/23/2022 RXdolph Farm 7:00 am 10/15/2020 Recent AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 28 49 35 1 173 2 137 31 1 1 65 69 FXtXre VolXme (Yeh/h) 28 49 35 1 173 2 137 31 1 1 65 69 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 31 55 39 1 194 2 154 35 1 1 73 78 Peak HoXr Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent HeaY\ Veh, % 2 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 246 315 273 351 311 3 917 1135 32 1011 1174 995 ArriYe On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat FloZ, Yeh/h 1187 1826 1585 1302 1804 19 1236 1809 52 1372 1870 1585 Grp VolXme(Y), Yeh/h 31 55 39 1 0 196 154 0 36 1 73 78 Grp Sat FloZ(s),Yeh/h/ln 1187 1826 1585 1302 0 1823 1236 0 1861 1372 1870 1585 Q SerYe(g_s), s 1.1 1.2 0.9 0.0 0.0 4.5 2.5 0.0 0.3 0.0 0.7 0.9 C\cle Q Clear(g_c), s 5.6 1.2 0.9 1.2 0.0 4.5 3.2 0.0 0.3 0.3 0.7 0.9 Prop In Lane 1.00 1.00 1.00 0.01 1.00 0.03 1.00 1.00 Lane Grp Cap(c), Yeh/h 246 315 273 351 0 314 917 0 1168 1011 1174 995 V/C Ratio(X) 0.13 0.17 0.14 0.00 0.00 0.62 0.17 0.00 0.03 0.00 0.06 0.08 AYail Cap(c_a), Yeh/h 516 730 634 647 0 729 917 0 1168 1011 1174 995 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) 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 19.9 15.9 15.8 16.4 0.0 17.3 3.9 0.0 3.2 3.2 3.2 3.3 Incr Dela\ (d2), s/Yeh 0.2 0.3 0.2 0.0 0.0 2.0 0.4 0.0 0.0 0.0 0.1 0.2 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 0.3 0.4 0.3 0.0 0.0 1.7 0.3 0.0 0.1 0.0 0.1 0.1 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 20.1 16.1 16.0 16.4 0.0 19.3 4.3 0.0 3.2 3.3 3.4 3.4 LnGrp LOS C B B B A B A A A A A A Approach Vol, Yeh/h 125 197 190 152 Approach Dela\, s/Yeh 17.1 19.3 4.1 3.4 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 32.7 12.3 32.7 12.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 18.0 18.0 18.0 18.0 Ma[ Q Clear Time (g_c+I1), s 5.2 7.6 2.9 6.5 Green E[t Time (p_c), s 0.5 0.3 0.4 0.7 Intersection SXmmar\ HCM 6th Ctrl Dela\ 10.9 HCM 6th LOS B Rollins Consult LLC | 56 HCM 6WK SLJQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: MaLQ SWUeeW & PURVSecW RRad 05/23/2022 RXdolph Farm 4:00 pm 10/15/2020 Recent PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 74 109 86 5 78 1 67 72 2 8 75 35 FXtXre VolXme (Yeh/h) 74 109 86 5 78 1 67 72 2 8 75 35 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 79 116 91 5 83 1 71 77 2 9 80 37 Peak HoXr Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent HeaY\ Veh, % 2 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 316 291 253 281 287 3 956 1162 30 984 1198 1015 ArriYe On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.64 0.64 0.64 0.64 0.64 0.64 Sat FloZ, Yeh/h 1314 1826 1585 1175 1800 22 1275 1815 47 1320 1870 1585 Grp VolXme(Y), Yeh/h 79 116 91 5 0 84 71 0 79 9 80 37 Grp Sat FloZ(s),Yeh/h/ln 1314 1826 1585 1175 0 1822 1275 0 1862 1320 1870 1585 Q SerYe(g_s), s 2.5 2.6 2.3 0.2 0.0 1.8 1.0 0.0 0.7 0.1 0.7 0.4 C\cle Q Clear(g_c), s 4.4 2.6 2.3 2.7 0.0 1.8 1.7 0.0 0.7 0.8 0.7 0.4 Prop In Lane 1.00 1.00 1.00 0.01 1.00 0.03 1.00 1.00 Lane Grp Cap(c), Yeh/h 316 291 253 281 0 291 956 0 1192 984 1198 1015 V/C Ratio(X) 0.25 0.40 0.36 0.02 0.00 0.29 0.07 0.00 0.07 0.01 0.07 0.04 AYail Cap(c_a), Yeh/h 632 730 634 563 0 729 956 0 1192 984 1198 1015 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) 0.79 0.79 0.79 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 18.6 17.0 16.9 18.2 0.0 16.7 3.4 0.0 3.0 3.2 3.0 3.0 Incr Dela\ (d2), s/Yeh 0.3 0.7 0.7 0.0 0.0 0.5 0.2 0.0 0.1 0.0 0.1 0.1 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 0.7 1.0 0.8 0.0 0.0 0.7 0.1 0.0 0.1 0.0 0.1 0.1 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 18.9 17.7 17.5 18.2 0.0 17.2 3.5 0.0 3.1 3.2 3.1 3.0 LnGrp LOS B B B B A B A A A A A A Approach Vol, Yeh/h 286 89 150 126 Approach Dela\, s/Yeh 18.0 17.3 3.3 3.1 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 33.3 11.7 33.3 11.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 18.0 18.0 18.0 18.0 Ma[ Q Clear Time (g_c+I1), s 3.7 6.4 2.8 4.7 Green E[t Time (p_c), s 0.4 0.9 0.4 0.2 Intersection SXmmar\ HCM 6th Ctrl Dela\ 11.6 HCM 6th LOS B Rollins Consult LLC | 57 HCM 2010 TWSC 11: MaiQ SWUeeW & MXObeUU\ SWUeeW 05/23/2022 Rudolph Farm 7:00 am 10/15/2020 Recent AM Synchro 10 Light Report RR Page 1 Intersection Int Delay, s/veh 5.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 492 81 56 880 62 40 Future Vol, veh/h 492 81 56 880 62 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 15 2 2 8 16 16 Mvmt Flow 535 88 61 957 67 43 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 623 0 1614 535 Stage 1 - - - - 535 - Stage 2 - - - - 1079 - Critical Hdwy - - 4.12 - 6.56 6.36 Critical Hdwy Stg 1 - - - - 5.56 - Critical Hdwy Stg 2 - - - - 5.56 - Follow-up Hdwy - - 2.218 - 3.644 3.444 Pot Cap-1 Maneuver - - 958 - 106 519 Stage 1 - - - - 560 - Stage 2 - - - - 307 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 958 - 99 519 Mov Cap-2 Maneuver - - - - 99 - Stage 1 - - - - 560 - Stage 2 - - - - 287 - Approach EB WB NB HCM Control Delay, s 0 0.5 83.4 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 145 - - 958 - HCM Lane V/C Ratio 0.765 - - 0.064 - HCM Control Delay (s) 83.4 - - 9 - HCM Lane LOS F - - A - HCM 95th %tile Q(veh) 4.7 - - 0.2 - Rollins Consult LLC | 58 HCM 2010 TWSC 11: MaiQ SWUeeW & MXObeUU\ SWUeeW 05/23/2022 Rudolph Farm 4:00 pm 10/15/2020 Recent PM Synchro 10 Light Report RR Page 1 Intersection Int Delay, s/veh 11 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 900 93 18 590 81 52 Future Vol, veh/h 900 93 18 590 81 52 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 2 2 6 5 5 Mvmt Flow 968 100 19 634 87 56 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1068 0 1640 968 Stage 1 - - - - 968 - Stage 2 - - - - 672 - Critical Hdwy - - 4.12 - 6.45 6.25 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy - - 2.218 - 3.545 3.345 Pot Cap-1 Maneuver - - 653 - 108 304 Stage 1 - - - - 364 - Stage 2 - - - - 502 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 653 - 105 304 Mov Cap-2 Maneuver - - - - 105 - Stage 1 - - - - 364 - Stage 2 - - - - 487 - Approach EB WB NB HCM Control Delay, s 0 0.3 141.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 141 - - 653 - HCM Lane V/C Ratio 1.014 - - 0.03 - HCM Control Delay (s) 141.7 - - 10.7 - HCM Lane LOS F - - B - HCM 95th %tile Q(veh) 7.5 - - 0.1 - Rollins Consult LLC | 59 BACKGROUND 2040 Rollins Consult LLC | 60 HCM 6th Signali]ed Intersection Summar\ 1: Carriage Parkwa\/Camino Del Mundo & Mulberr\ Street/SH 14 05/23/2022 RXdolph Farm 4:00 pm 05/23/2022 BackgroXnd 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 35 1280 175 70 925 1 170 2 95 22 1 10 FXtXre VolXme (Yeh/h) 35 1280 175 70 925 1 170 2 95 22 1 10 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 38 1391 190 76 1005 1 185 2 103 24 1 11 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 347 1585 724 159 1614 737 584 10 518 442 35 390 ArriYe On Green 0.03 0.46 0.46 0.08 0.93 0.93 0.09 0.33 0.33 0.02 0.26 0.26 Sat FloZ, Yeh/h 1781 3469 1585 1781 3469 1585 1781 30 1559 1781 134 1472 Grp VolXme(Y), Yeh/h 38 1391 190 76 1005 1 185 0 105 24 0 12 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1585 1781 1735 1585 1781 0 1590 1781 0 1605 Q SerYe(g_s), s 1.3 43.6 8.9 2.7 5.7 0.0 8.7 0.0 5.7 1.2 0.0 0.7 C\cle Q Clear(g_c), s 1.3 43.6 8.9 2.7 5.7 0.0 8.7 0.0 5.7 1.2 0.0 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.92 Lane Grp Cap(c), Yeh/h 347 1585 724 159 1614 737 584 0 528 442 0 425 V/C Ratio(X) 0.11 0.88 0.26 0.48 0.62 0.00 0.32 0.00 0.20 0.05 0.00 0.03 AYail Cap(c_a), Yeh/h 370 1807 826 193 1859 849 609 0 528 476 0 425 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.79 0.79 0.79 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Dela\ (d), s/Yeh 16.2 29.6 20.1 25.1 2.4 2.2 26.5 0.0 28.7 30.9 0.0 32.7 Incr Dela\ (d2), s/Yeh 0.1 4.8 0.2 1.8 0.4 0.0 0.3 0.0 0.8 0.1 0.0 0.1 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 0.5 17.7 3.1 1.1 1.0 0.0 3.8 0.0 2.3 0.5 0.0 0.3 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 16.4 34.3 20.3 26.9 2.8 2.2 26.8 0.0 29.5 30.9 0.0 32.8 LnGrp LOS B C C C A A C A C C A C Approach Vol, Yeh/h 1619 1082 290 36 Approach Dela\, s/Yeh 32.3 4.5 27.8 31.5 Approach LOS C A C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.3 44.3 9.1 59.3 15.3 36.3 8.1 60.3 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 5.0 27.6 6.9 62.5 12.5 20.1 5.1 64.3 Ma[ Q Clear Time (g_c+I1), s 3.2 7.7 4.7 45.6 10.7 2.7 3.3 7.7 Green E[t Time (p_c), s 0.0 0.5 0.0 9.2 0.1 0.0 0.0 7.9 Intersection SXmmar\ HCM 6th Ctrl Dela\ 21.9 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 61 HCM 6th Signali]ed Intersection Summar\ 1: Carriage Parkwa\/Camino Del Mundo & Mulberr\ Street/SH 14 05/23/2022 RXdolph Farm 4:00 pm 05/23/2022 BackgroXnd 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 35 1280 175 70 925 1 170 2 95 22 1 10 FXtXre VolXme (Yeh/h) 35 1280 175 70 925 1 170 2 95 22 1 10 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 38 1391 190 76 1005 1 185 2 103 24 1 11 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 288 1667 762 192 1706 779 518 8 427 370 27 292 ArriYe On Green 0.03 0.48 0.48 0.04 0.49 0.49 0.10 0.27 0.27 0.02 0.20 0.20 Sat FloZ, Yeh/h 1781 3469 1585 1781 3469 1585 1781 30 1559 1781 134 1472 Grp VolXme(Y), Yeh/h 38 1391 190 76 1005 1 185 0 105 24 0 12 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1585 1781 1735 1585 1781 0 1590 1781 0 1605 Q SerYe(g_s), s 1.1 35.2 7.2 2.1 21.0 0.0 8.0 0.0 5.2 1.1 0.0 0.6 C\cle Q Clear(g_c), s 1.1 35.2 7.2 2.1 21.0 0.0 8.0 0.0 5.2 1.1 0.0 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.92 Lane Grp Cap(c), Yeh/h 288 1667 762 192 1706 779 518 0 435 370 0 319 V/C Ratio(X) 0.13 0.83 0.25 0.40 0.59 0.00 0.36 0.00 0.24 0.06 0.00 0.04 AYail Cap(c_a), Yeh/h 320 2142 979 236 2204 1007 561 0 435 415 0 319 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 1.00 Uniform Dela\ (d), s/Yeh 14.4 22.8 15.5 20.0 18.4 13.1 26.3 0.0 28.6 31.0 0.0 32.8 Incr Dela\ (d2), s/Yeh 0.2 2.4 0.2 1.3 0.3 0.0 0.4 0.0 1.3 0.1 0.0 0.2 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 0.4 13.1 2.4 0.8 7.5 0.0 3.5 0.0 2.2 0.5 0.0 0.3 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 14.6 25.2 15.7 21.3 18.7 13.1 26.7 0.0 29.9 31.1 0.0 33.0 LnGrp LOS B C B C B B C A C C A C Approach Vol, Yeh/h 1619 1082 290 36 Approach Dela\, s/Yeh 23.8 18.9 27.9 31.7 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.0 32.2 8.9 53.1 14.6 24.6 7.8 54.3 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 5.0 27.6 6.9 62.5 12.5 20.1 5.1 64.3 Ma[ Q Clear Time (g_c+I1), s 3.1 7.2 4.1 37.2 10.0 2.6 3.1 23.0 Green E[t Time (p_c), s 0.0 0.5 0.0 11.5 0.1 0.0 0.0 7.7 Intersection SXmmar\ HCM 6th Ctrl Dela\ 22.5 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 62 HCM 6th Signali]ed Intersection Summar\ 2: Frontage Road/Carriage Pkw\ & Prospect Road 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 BackgroXnd 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 0 530 535 80 1105 0 415 140 75 0 170 0 FXtXre VolXme (Yeh/h) 0 530 535 80 1105 0 415 140 75 0 170 0 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 0 1826 1826 1826 1826 0 1826 1826 1826 0 1826 0 Adj FloZ Rate, Yeh/h 0 576 582 87 1201 0 451 152 82 0 185 0 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, % 0 5 5 5 5 0 5 5 5 0 5 0 Cap, Yeh/h 0 1475 658 227 1475 0 1104 867 735 0 867 0 ArriYe On Green 0.00 0.43 0.43 0.43 0.43 0.00 0.47 0.47 0.47 0.00 0.47 0.00 Sat FloZ, Yeh/h 0 3561 1547 474 3561 0 2270 1826 1547 0 1826 0 Grp VolXme(Y), Yeh/h 0 576 582 87 1201 0 451 152 82 0 185 0 Grp Sat FloZ(s),Yeh/h/ln 0 1735 1547 474 1735 0 1135 1826 1547 0 1826 0 Q SerYe(g_s), s 0.0 10.3 31.2 14.0 27.4 0.0 13.0 4.3 2.6 0.0 5.3 0.0 C\cle Q Clear(g_c), s 0.0 10.3 31.2 24.3 27.4 0.0 18.4 4.3 2.6 0.0 5.3 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Lane Grp Cap(c), Yeh/h 0 1475 658 227 1475 0 1104 867 735 0 867 0 V/C Ratio(X) 0.00 0.39 0.88 0.38 0.81 0.00 0.41 0.18 0.11 0.00 0.21 0.00 AYail Cap(c_a), Yeh/h 0 1831 817 276 1831 0 1104 867 735 0 867 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.89 0.00 Uniform Dela\ (d), s/Yeh 0.0 17.8 23.8 26.2 22.7 0.0 19.2 13.5 13.1 0.0 13.8 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.2 9.7 1.1 2.4 0.0 1.1 0.4 0.3 0.0 0.5 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 3.8 11.9 1.5 10.4 0.0 3.5 1.8 0.9 0.0 2.2 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 0.0 18.0 33.5 27.2 25.1 0.0 20.3 14.0 13.4 0.0 14.3 0.0 LnGrp LOS A B C C C A C B B A B A Approach Vol, Yeh/h 1158 1288 685 185 Approach Dela\, s/Yeh 25.8 25.3 18.1 14.3 Approach LOS C C B B Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 47.2 42.8 47.2 42.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 33.5 47.5 33.5 47.5 Ma[ Q Clear Time (g_c+I1), s 20.4 33.2 7.3 29.4 Green E[t Time (p_c), s 2.8 5.1 1.0 8.8 Intersection SXmmar\ HCM 6th Ctrl Dela\ 23.4 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 63 HCM 6th Signali]ed Intersection Summar\ 2: Frontage Road/Carriage Pkw\ & Prospect Road 05/23/2022 RXdolph Farm 4:00 pm 05/23/2022 BackgroXnd 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 0 960 415 60 720 0 610 190 110 0 140 0 FXtXre VolXme (Yeh/h) 0 960 415 60 720 0 610 190 110 0 140 0 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 0 1826 1826 1826 1826 0 1826 1826 1826 0 1826 0 Adj FloZ Rate, Yeh/h 0 1043 451 65 783 0 663 207 120 0 152 0 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, % 0 5 5 5 5 0 5 5 5 0 5 0 Cap, Yeh/h 0 1593 710 150 1593 0 1176 823 698 0 823 0 ArriYe On Green 0.00 0.46 0.46 0.46 0.46 0.00 0.45 0.45 0.45 0.00 0.90 0.00 Sat FloZ, Yeh/h 0 3561 1547 344 3561 0 2339 1826 1547 0 1826 0 Grp VolXme(Y), Yeh/h 0 1043 451 65 783 0 663 207 120 0 152 0 Grp Sat FloZ(s),Yeh/h/ln 0 1735 1547 344 1735 0 1170 1826 1547 0 1826 0 Q SerYe(g_s), s 0.0 23.3 22.3 18.0 15.8 0.0 22.1 7.0 4.6 0.0 1.0 0.0 C\cle Q Clear(g_c), s 0.0 23.3 22.3 41.3 15.8 0.0 23.1 7.0 4.6 0.0 1.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Lane Grp Cap(c), Yeh/h 0 1593 710 150 1593 0 1176 823 698 0 823 0 V/C Ratio(X) 0.00 0.65 0.63 0.43 0.49 0.00 0.56 0.25 0.17 0.00 0.18 0.00 AYail Cap(c_a), Yeh/h 0 1683 750 159 1683 0 1176 823 698 0 823 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.89 0.00 Uniform Dela\ (d), s/Yeh 0.0 20.9 20.6 36.9 18.9 0.0 21.8 17.0 16.3 0.0 2.7 0.0 Incr Dela\ (d2), s/Yeh 0.0 0.9 1.6 2.0 0.2 0.0 2.0 0.7 0.5 0.0 0.4 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 8.7 7.6 1.5 5.8 0.0 6.2 3.1 1.7 0.0 0.4 0.0 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 0.0 21.8 22.3 38.9 19.1 0.0 23.8 17.7 16.9 0.0 3.2 0.0 LnGrp LOS A C C D B A C B B A A A Approach Vol, Yeh/h 1494 848 990 152 Approach Dela\, s/Yeh 21.9 20.6 21.7 3.2 Approach LOS C C C A Timer - Assigned Phs 2 4 6 8 Phs DXration (G+Y+Rc), s 49.6 50.4 49.6 50.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 42.5 48.5 42.5 48.5 Ma[ Q Clear Time (g_c+I1), s 25.1 25.3 3.0 43.3 Green E[t Time (p_c), s 4.7 9.3 0.9 2.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 20.7 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 64 HCM 6th Signali]ed Intersection Summar\ 3: McLaughlin Road/High School DriveZa\ & Prospect Road 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 BackgroXnd 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 85 440 70 20 1065 130 70 1 20 115 1 50 FXtXre VolXme (Yeh/h) 85 440 70 20 1065 130 70 1 20 115 1 50 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 92 478 76 22 1158 141 76 1 22 125 1 54 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 272 1680 266 475 1521 695 491 22 480 523 9 491 ArriYe On Green 0.06 0.56 0.56 0.44 0.44 0.44 0.31 0.31 0.31 0.31 0.31 0.31 Sat FloZ, Yeh/h 1781 3000 475 854 3469 1585 1349 69 1526 1388 29 1561 Grp VolXme(Y), Yeh/h 92 275 279 22 1158 141 76 0 23 125 0 55 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1740 854 1735 1585 1349 0 1596 1388 0 1589 Q SerYe(g_s), s 1.9 5.9 6.0 1.1 20.1 3.9 3.0 0.0 0.7 4.9 0.0 1.8 C\cle Q Clear(g_c), s 1.9 5.9 6.0 1.1 20.1 3.9 4.8 0.0 0.7 5.6 0.0 1.8 Prop In Lane 1.00 0.27 1.00 1.00 1.00 0.96 1.00 0.98 Lane Grp Cap(c), Yeh/h 272 971 974 475 1521 695 491 0 502 523 0 500 V/C Ratio(X) 0.34 0.28 0.29 0.05 0.76 0.20 0.15 0.00 0.05 0.24 0.00 0.11 AYail Cap(c_a), Yeh/h 354 1418 1423 656 2254 1030 491 0 502 523 0 500 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 1.00 Uniform Dela\ (d), s/Yeh 12.9 8.2 8.3 11.6 16.9 12.4 19.1 0.0 17.1 19.0 0.0 17.4 Incr Dela\ (d2), s/Yeh 0.7 0.2 0.2 0.0 0.9 0.1 0.7 0.0 0.2 1.1 0.0 0.4 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 0.6 1.7 1.8 0.2 6.8 1.2 1.0 0.0 0.3 1.7 0.0 0.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.6 8.4 8.4 11.6 17.8 12.5 19.8 0.0 17.2 20.1 0.0 17.9 LnGrp LOS B A A B B B B A B C A B Approach Vol, Yeh/h 646 1321 99 180 Approach Dela\, s/Yeh 9.1 17.2 19.2 19.4 Approach LOS A B B B Timer - Assigned Phs 2 4 6 7 8 Phs DXration (G+Y+Rc), s 27.0 44.6 27.0 8.7 35.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 22.5 58.5 22.5 7.5 46.5 Ma[ Q Clear Time (g_c+I1), s 6.8 8.0 7.6 3.9 22.1 Green E[t Time (p_c), s 0.2 3.3 0.5 0.1 9.2 Intersection SXmmar\ HCM 6th Ctrl Dela\ 15.1 HCM 6th LOS B Rollins Consult LLC | 65 HCM 6th Signali]ed Intersection Summar\ 3: McLaughlin Road/High School DriveZa\ & Prospect Road 05/23/2022 RXdolph Farm 4:00 pm 05/23/2022 BackgroXnd 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 35 955 70 20 645 45 80 1 20 35 1 55 FXtXre VolXme (Yeh/h) 35 955 70 20 645 45 80 1 20 35 1 55 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 38 1038 76 22 701 49 87 1 22 38 1 60 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 289 1408 103 199 1106 505 656 30 650 695 11 665 ArriYe On Green 0.04 0.43 0.43 0.32 0.32 0.32 0.43 0.43 0.43 0.43 0.43 0.43 Sat FloZ, Yeh/h 1781 3277 240 506 3469 1585 1341 69 1526 1388 26 1563 Grp VolXme(Y), Yeh/h 38 549 565 22 701 49 87 0 23 38 0 61 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1783 506 1735 1585 1341 0 1596 1388 0 1589 Q SerYe(g_s), s 0.8 16.4 16.5 2.4 10.7 1.4 2.6 0.0 0.5 1.0 0.0 1.4 C\cle Q Clear(g_c), s 0.8 16.4 16.5 11.9 10.7 1.4 4.0 0.0 0.5 1.5 0.0 1.4 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.96 1.00 0.98 Lane Grp Cap(c), Yeh/h 289 745 766 199 1106 505 656 0 679 695 0 676 V/C Ratio(X) 0.13 0.74 0.74 0.11 0.63 0.10 0.13 0.00 0.03 0.05 0.00 0.09 AYail Cap(c_a), Yeh/h 434 1797 1847 465 2926 1337 656 0 679 695 0 676 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 1.00 Uniform Dela\ (d), s/Yeh 13.2 14.8 14.8 22.7 18.1 14.9 11.9 0.0 10.4 10.9 0.0 10.7 Incr Dela\ (d2), s/Yeh 0.2 1.4 1.4 0.2 0.6 0.1 0.4 0.0 0.1 0.1 0.0 0.3 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 0.3 5.4 5.5 0.3 3.7 0.4 0.8 0.0 0.2 0.3 0.0 0.5 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.4 16.3 16.2 22.9 18.7 15.0 12.3 0.0 10.5 11.0 0.0 10.9 LnGrp LOS B B B C B B B A B B A B Approach Vol, Yeh/h 1152 772 110 99 Approach Dela\, s/Yeh 16.1 18.6 11.9 11.0 Approach LOS B B B B Timer - Assigned Phs 2 4 6 7 8 Phs DXration (G+Y+Rc), s 31.0 31.3 31.0 6.9 24.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 26.5 64.5 26.5 7.5 52.5 Ma[ Q Clear Time (g_c+I1), s 6.0 18.5 3.5 2.8 13.9 Green E[t Time (p_c), s 0.3 8.3 0.4 0.0 5.4 Intersection SXmmar\ HCM 6th Ctrl Dela\ 16.6 HCM 6th LOS B Rollins Consult LLC | 66 HCM 6WK SLJQaOL]ed IQWeUVecWLRQ SXPPaU\ 4: MaLQ SWUeeW & PURVSecW RRad 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 BackgroXnd 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 120 220 205 65 605 95 470 125 35 40 150 240 FXtXre VolXme (Yeh/h) 120 220 205 65 605 95 470 125 35 40 150 240 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 130 239 223 71 658 103 511 136 38 43 163 261 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 197 703 873 427 680 634 513 638 614 391 380 416 ArriYe On Green 0.06 0.38 0.38 0.05 0.36 0.36 0.17 0.34 0.34 0.04 0.20 0.20 Sat FloZ, Yeh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp VolXme(Y), Yeh/h 130 239 223 71 658 103 511 136 38 43 163 261 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q SerYe(g_s), s 4.1 8.2 6.6 2.2 31.1 3.8 15.7 4.6 1.4 1.7 6.8 13.1 C\cle Q Clear(g_c), s 4.1 8.2 6.6 2.2 31.1 3.8 15.7 4.6 1.4 1.7 6.8 13.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 197 703 873 427 680 634 513 638 614 391 380 416 V/C Ratio(X) 0.66 0.34 0.26 0.17 0.97 0.16 1.00 0.21 0.06 0.11 0.43 0.63 AYail Cap(c_a), Yeh/h 197 703 873 446 680 634 513 638 614 427 380 416 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) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 22.1 20.1 10.6 16.6 28.1 17.3 26.5 21.1 17.3 26.6 31.3 29.3 Incr Dela\ (d2), s/Yeh 7.5 0.3 0.1 0.2 26.7 0.1 38.5 0.8 0.2 0.1 3.5 7.0 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 2.0 3.5 2.0 0.8 17.6 1.3 8.7 2.0 0.5 0.7 3.3 5.5 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 29.6 20.4 10.7 16.8 54.9 17.4 65.0 21.8 17.5 26.8 34.8 36.3 LnGrp LOS C C B B D B E C B C C D Approach Vol, Yeh/h 592 832 685 467 Approach Dela\, s/Yeh 18.8 47.0 53.8 34.9 Approach LOS B D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 7.8 35.2 8.7 38.3 20.2 22.8 9.8 37.2 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 5.1 28.9 5.1 32.9 15.7 18.3 5.3 32.7 Ma[ Q Clear Time (g_c+I1), s 3.7 6.6 4.2 10.2 17.7 15.1 6.1 33.1 Green E[t Time (p_c), s 0.0 0.7 0.0 2.1 0.0 0.6 0.0 0.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 40.1 HCM 6th LOS D Rollins Consult LLC | 67 HCM 6th Signalized Intersection Summary 4: Main Street/CR 5 & Prospect Road 05/23/2022 RXdolph Farm 4:00 pm 05/23/2022 BackgroXnd 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 240 530 340 75 340 65 230 185 75 115 200 150 FXtXre VolXme (Yeh/h) 240 530 340 75 340 65 230 185 75 115 200 150 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 261 576 370 82 370 71 250 201 82 125 217 163 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 377 649 729 190 510 535 496 675 647 499 585 689 ArriYe On Green 0.12 0.35 0.35 0.05 0.27 0.27 0.11 0.36 0.36 0.06 0.31 0.31 Sat FloZ, Yeh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp VolXme(Y), Yeh/h 261 576 370 82 370 71 250 201 82 125 217 163 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q SerYe(g_s), s 10.1 29.1 16.5 3.3 17.9 3.1 9.1 7.7 3.2 4.7 9.0 6.5 C\cle Q Clear(g_c), s 10.1 29.1 16.5 3.3 17.9 3.1 9.1 7.7 3.2 4.7 9.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 377 649 729 190 510 535 496 675 647 499 585 689 V/C Ratio(X) 0.69 0.89 0.51 0.43 0.73 0.13 0.50 0.30 0.13 0.25 0.37 0.24 AYail Cap(c_a), Yeh/h 401 757 821 203 608 618 554 675 647 506 585 689 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) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Dela\ (d), s/Yeh 22.8 30.8 19.0 26.9 33.0 23.0 18.7 22.9 18.5 20.9 26.7 17.8 Incr Dela\ (d2), s/Yeh 3.0 7.5 0.3 1.5 3.5 0.1 0.8 1.1 0.4 0.3 1.7 0.8 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 4.4 14.1 5.6 1.4 8.2 1.1 3.5 3.4 1.2 1.9 4.1 2.4 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 25.8 38.3 19.4 28.5 36.5 23.1 19.5 24.0 18.9 21.1 28.4 18.6 LnGrp LOS C D B C D C B C B C C B Approach Vol, Yeh/h 1207 523 533 505 Approach Dela\, s/Yeh 29.8 33.4 21.1 23.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 11.0 40.6 9.2 39.2 15.8 35.8 16.7 31.8 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 6.9 29.1 5.5 40.5 14.5 21.5 13.5 32.5 Ma[ Q Clear Time (g_c+I1), s 6.7 9.7 5.3 31.1 11.1 11.0 12.1 19.9 Green E[t Time (p_c), s 0.0 1.2 0.0 3.6 0.2 1.2 0.1 1.8 Intersection SXmmar\ HCM 6th Ctrl Dela\ 27.6 HCM 6th LOS C Rollins Consult LLC | 68 HCM 6WK SLJQaOL]Hd IQWHUVHcWLRQ SXPPaU\ 11: CR 5 & SH 14 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 BackgroXnd 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBT EBR WBL WBT NBL NBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1210 250 150 2145 215 195 FXtXre VolXme (Yeh/h) 1210 250 150 2145 215 195 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1826 1870 1870 1826 1870 1870 Adj FloZ Rate, Yeh/h 1315 272 163 2332 234 212 Peak HoXr Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeaY\ Veh, % 5 2 2 5 2 2 Cap, Yeh/h 2029 1256 289 2402 717 420 ArriYe On Green 0.58 0.58 0.06 0.69 0.21 0.21 Sat FloZ, Yeh/h 3561 1585 1781 3561 3456 1585 Grp VolXme(Y), Yeh/h 1315 272 163 2332 234 212 Grp Sat FloZ(s),Yeh/h/ln 1735 1585 1781 1735 1728 1585 Q SerYe(g_s), s 22.8 3.9 3.0 56.8 5.2 10.2 C\cle Q Clear(g_c), s 22.8 3.9 3.0 56.8 5.2 10.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 2029 1256 289 2402 717 420 V/C Ratio(X) 0.65 0.22 0.56 0.97 0.33 0.50 AYail Cap(c_a), Yeh/h 2029 1256 422 2409 717 420 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 1.00 1.00 0.94 0.94 Uniform Dela\ (d), s/Yeh 12.5 2.3 12.5 13.0 30.3 28.1 Incr Dela\ (d2), s/Yeh 0.6 0.1 1.7 12.2 1.1 4.0 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 8.1 2.5 1.5 21.2 2.2 4.3 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 13.0 2.4 14.2 25.2 31.5 32.1 LnGrp LOS B A B C C C Approach Vol, Yeh/h 1587 2495 446 Approach Dela\, s/Yeh 11.2 24.5 31.8 Approach LOS B C C Timer - Assigned Phs 2 3 4 8 Phs DXration (G+Y+Rc), s 23.2 9.7 57.1 66.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 18.5 11.9 46.1 62.5 Ma[ Q Clear Time (g_c+I1), s 12.2 5.0 24.8 58.8 Green E[t Time (p_c), s 0.9 0.2 11.5 3.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 20.6 HCM 6th LOS C Rollins Consult LLC | 69 HCM 6WK SLJQaOL]Hd IQWHUVHcWLRQ SXPPaU\ 11: CR 5 & SH 14 05/23/2022 RXdolph Farm 4:00 pm 05/23/2022 BackgroXnd 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBT EBR WBL WBT NBL NBR Lane ConfigXrations Traffic VolXme (Yeh/h) 2210 305 55 1450 245 135 FXtXre VolXme (Yeh/h) 2210 305 55 1450 245 135 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1826 1870 1870 1826 1870 1870 Adj FloZ Rate, Yeh/h 2402 332 60 1576 266 147 Peak HoXr Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeaY\ Veh, % 5 2 2 5 2 2 Cap, Yeh/h 2414 1350 125 2669 538 304 ArriYe On Green 0.70 0.70 0.04 0.77 0.16 0.16 Sat FloZ, Yeh/h 3561 1585 1781 3561 3456 1585 Grp VolXme(Y), Yeh/h 2402 332 60 1576 266 147 Grp Sat FloZ(s),Yeh/h/ln 1735 1585 1781 1735 1728 1585 Q SerYe(g_s), s 82.2 4.7 1.1 23.0 8.4 9.9 C\cle Q Clear(g_c), s 82.2 4.7 1.1 23.0 8.4 9.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 2414 1350 125 2669 538 304 V/C Ratio(X) 1.00 0.25 0.48 0.59 0.49 0.48 AYail Cap(c_a), Yeh/h 2414 1350 135 2689 538 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.25 0.25 1.00 1.00 0.87 0.87 Uniform Dela\ (d), s/Yeh 18.0 1.7 34.4 5.8 46.3 43.2 Incr Dela\ (d2), s/Yeh 8.1 0.0 2.8 0.3 2.8 4.7 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 31.0 3.1 1.4 7.1 3.8 4.3 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 26.1 1.7 37.2 6.2 49.2 47.9 LnGrp LOS C A D A D D Approach Vol, Yeh/h 2734 1636 413 Approach Dela\, s/Yeh 23.1 7.3 48.7 Approach LOS C A D Timer - Assigned Phs 2 3 4 8 Phs DXration (G+Y+Rc), s 23.2 8.8 88.0 96.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 18.0 5.0 83.5 93.0 Ma[ Q Clear Time (g_c+I1), s 11.9 3.1 84.2 25.0 Green E[t Time (p_c), s 0.8 0.0 0.0 21.5 Intersection SXmmar\ HCM 6th Ctrl Dela\ 19.9 HCM 6th LOS B Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 70 TOTAL 2040 Rollins Consult LLC | 71 HCM 6th Signali]ed Intersection Summar\ 1: Carriage Parkwa\/Camino Del Mundo & Mulberr\ Street/SH 14 05/23/2022 RXdolph Farm 4:00 pm 12/30/2020 Total 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 35 1280 310 155 925 1 305 5 185 2 5 10 FXtXre VolXme (Yeh/h) 35 1280 310 155 925 1 305 5 185 2 5 10 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 38 1391 337 168 1005 1 332 5 201 2 5 11 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 358 1515 692 199 1651 754 580 13 530 318 112 246 ArriYe On Green 0.03 0.44 0.44 0.14 0.95 0.95 0.13 0.34 0.34 0.00 0.22 0.22 Sat FloZ, Yeh/h 1781 3469 1585 1781 3469 1585 1781 39 1552 1781 520 1144 Grp VolXme(Y), Yeh/h 38 1391 337 168 1005 1 332 0 206 2 0 16 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1585 1781 1735 1585 1781 0 1591 1781 0 1664 Q SerYe(g_s), s 1.4 45.2 18.2 6.2 4.0 0.0 15.5 0.0 11.8 0.1 0.0 0.9 C\cle Q Clear(g_c), s 1.4 45.2 18.2 6.2 4.0 0.0 15.5 0.0 11.8 0.1 0.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.69 Lane Grp Cap(c), Yeh/h 358 1515 692 199 1651 754 580 0 543 318 0 358 V/C Ratio(X) 0.11 0.92 0.49 0.84 0.61 0.00 0.57 0.00 0.38 0.01 0.00 0.04 AYail Cap(c_a), Yeh/h 380 1576 720 249 1764 806 580 0 543 387 0 358 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.75 0.75 0.75 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Dela\ (d), s/Yeh 17.4 31.8 24.2 25.1 1.6 1.5 30.5 0.0 29.9 36.8 0.0 37.3 Incr Dela\ (d2), s/Yeh 0.1 8.8 0.5 14.7 0.4 0.0 1.4 0.0 2.0 0.0 0.0 0.2 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 0.6 19.3 6.5 2.9 0.7 0.0 7.8 0.0 4.9 0.0 0.0 0.4 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 17.6 40.5 24.7 39.8 2.0 1.5 31.8 0.0 31.9 36.8 0.0 37.6 LnGrp LOS B D C D A A C A C D A D Approach Vol, Yeh/h 1766 1174 538 18 Approach Dela\, s/Yeh 37.0 7.4 31.9 37.5 Approach LOS D A C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 4.8 45.5 12.8 56.9 20.0 30.3 8.1 61.6 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 5.0 30.9 11.6 54.5 15.5 20.4 5.1 61.0 Ma[ Q Clear Time (g_c+I1), s 2.1 13.8 8.2 47.2 17.5 2.9 3.4 6.0 Green E[t Time (p_c), s 0.0 1.2 0.1 5.2 0.0 0.0 0.0 7.9 Intersection SXmmar\ HCM 6th Ctrl Dela\ 26.3 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 72 HCM 6th Signali]ed Intersection Summar\ 1: Carriage Parkwa\/Camino Del Mundo & Mulberr\ Street/SH 14 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 Total 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 10 725 220 155 1330 1 310 5 135 5 5 35 FXtXre VolXme (Yeh/h) 10 725 220 155 1330 1 310 5 135 5 5 35 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 11 788 239 168 1446 1 337 5 147 5 5 38 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 118 1282 586 320 1506 688 568 18 533 424 51 384 ArriYe On Green 0.01 0.37 0.37 0.10 0.58 0.58 0.08 0.35 0.35 0.01 0.27 0.27 Sat FloZ, Yeh/h 1781 3469 1585 1781 3469 1585 1781 52 1541 1781 188 1426 Grp VolXme(Y), Yeh/h 11 788 239 168 1446 1 337 0 152 5 0 43 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1585 1781 1735 1585 1781 0 1593 1781 0 1614 Q SerYe(g_s), s 0.3 16.7 10.1 5.0 35.6 0.0 7.5 0.0 6.2 0.2 0.0 1.8 C\cle Q Clear(g_c), s 0.3 16.7 10.1 5.0 35.6 0.0 7.5 0.0 6.2 0.2 0.0 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Lane Grp Cap(c), Yeh/h 118 1282 586 320 1506 688 568 0 551 424 0 434 V/C Ratio(X) 0.09 0.61 0.41 0.52 0.96 0.00 0.59 0.00 0.28 0.01 0.00 0.10 AYail Cap(c_a), Yeh/h 193 1318 602 385 1523 696 568 0 551 512 0 434 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.28 0.28 0.28 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Dela\ (d), s/Yeh 22.3 23.2 21.1 16.3 18.3 10.8 23.5 0.0 21.3 23.7 0.0 24.7 Incr Dela\ (d2), s/Yeh 0.3 0.8 0.5 0.4 5.7 0.0 1.7 0.0 1.2 0.0 0.0 0.5 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 0.1 6.2 3.4 1.7 10.2 0.0 2.5 0.0 2.5 0.1 0.0 0.7 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 22.7 24.0 21.5 16.7 23.9 10.8 25.1 0.0 22.5 23.7 0.0 25.1 LnGrp LOS C C C B C B C A C C A C Approach Vol, Yeh/h 1038 1615 489 48 Approach Dela\, s/Yeh 23.4 23.2 24.3 25.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 5.1 35.6 11.5 37.8 12.0 28.7 5.7 43.6 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 5.0 22.5 10.3 34.2 7.5 20.0 5.0 39.5 Ma[ Q Clear Time (g_c+I1), s 2.2 8.2 7.0 18.7 9.5 3.8 2.3 37.6 Green E[t Time (p_c), s 0.0 0.7 0.1 5.1 0.0 0.1 0.0 1.5 Intersection SXmmar\ HCM 6th Ctrl Dela\ 23.4 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 73 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 2: PURVSecW & CaUULage PNZ\04/20/2022 RXdolph Farm 7:00 am 03/16/2022 2040 Total AM 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) 510 540 535 80 1100 80 415 140 75 70 170 425 FXtXre VolXme (Yeh/h) 510 540 535 80 1100 80 415 140 75 70 170 425 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj FloZ Rate, Yeh/h 554 587 582 87 1196 87 451 152 82 76 185 462 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, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, Yeh/h 567 1651 736 143 1214 542 475 506 429 138 324 535 ArriYe On Green 0.17 0.48 0.48 0.04 0.35 0.35 0.14 0.28 0.28 0.01 0.06 0.06 Sat FloZ, Yeh/h 3374 3469 1547 3374 3469 1547 3374 1826 1547 3374 1826 1547 Grp VolXme(Y), Yeh/h 554 587 582 87 1196 87 451 152 82 76 185 462 Grp Sat FloZ(s),Yeh/h/ln 1687 1735 1547 1687 1735 1547 1687 1826 1547 1687 1826 1547 Q SerYe(g_s), s 18.0 11.7 34.8 2.8 37.6 4.3 14.6 7.2 4.4 2.5 10.9 19.5 C\cle Q Clear(g_c), s 18.0 11.7 34.8 2.8 37.6 4.3 14.6 7.2 4.4 2.5 10.9 19.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 567 1651 736 143 1214 542 475 506 429 138 324 535 V/C Ratio(X) 0.98 0.36 0.79 0.61 0.98 0.16 0.95 0.30 0.19 0.55 0.57 0.86 AYail Cap(c_a), Yeh/h 567 1651 736 209 1214 542 475 506 429 181 324 535 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Dela\ (d), s/Yeh 45.5 18.2 24.2 51.8 35.5 24.6 46.9 31.3 30.3 53.2 47.7 37.5 Incr Dela\ (d2), s/Yeh 31.7 0.1 5.8 4.2 22.2 0.1 28.7 1.5 1.0 3.1 6.6 15.7 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 10.0 4.7 13.4 1.3 19.2 1.6 8.0 3.4 1.8 1.1 5.9 13.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 77.3 18.3 30.0 56.0 57.6 24.8 75.6 32.9 31.3 56.4 54.3 53.2 LnGrp LOS E B C E E C E C C E D D Approach Vol, Yeh/h 1723 1370 685 723 Approach Dela\, s/Yeh 41.2 55.4 60.8 53.8 Approach LOS D E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 9.0 35.0 9.1 56.9 20.0 24.0 23.0 43.0 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 5.9 29.1 6.8 50.2 15.5 19.5 18.5 38.5 Ma[ Q Clear Time (g_c+I1), s 4.5 9.2 4.8 36.8 16.6 21.5 20.0 39.6 Green E[t Time (p_c), s 0.0 1.0 0.0 5.4 0.0 0.0 0.0 0.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 50.6 HCM 6th LOS D Rollins Consult LLC | 74 QXeXeV 2: ProVpecW & Carriage PkZ\04/20/2022 RXGROSK FDUP 7:00 DP 03/16/2022 2040 7RWDO AM 6\QFKUR 11 LLJKW RHSRUW PDJH 1 LDQH GURXS EBL EB7 EBR :BL :B7 :BR NBL NB7 NBR 6BL 6B7 6BR LDQH GURXS FORZ (YSK) 554 587 582 87 1196 87 451 152 82 76 185 462 Y/F RDWLR 0.99 0.36 0.59 0.43 0.99 0.13 0.96 0.30 0.15 0.43 0.58 0.70 CRQWURO DHOD\ 81.8 19.5 6.0 56.7 60.8 0.4 80.6 33.9 0.6 62.2 46.3 29.6 QXHXH DHOD\ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 7RWDO DHOD\ 81.8 19.5 6.0 56.7 60.8 0.4 80.6 33.9 0.6 62.2 46.3 31.9 QXHXH LHQJWK 50WK (IW) 203 139 33 30 438 0 165 86 0 28 125 231 QXHXH LHQJWK 95WK (IW) #317 183 124 57 #594 0 #266 145 1 54 190 366 IQWHUQDO LLQN DLVW (IW) 944 4935 320 320 7XUQ BD\ LHQJWK (IW) BDVH CDSDFLW\ (YSK) 560 1639 994 206 1203 663 469 512 542 178 320 658 6WDUYDWLRQ CDS RHGXFWQ 0 0 0 0 0 0 0 0 0 0 0 96 6SLOOEDFN CDS RHGXFWQ 0 0 0 0 0 0 0 0 0 0 0 0 6WRUDJH CDS RHGXFWQ 0 0 0 0 0 0 0 0 0 0 0 0 RHGXFHG Y/F RDWLR 0.99 0.36 0.59 0.42 0.99 0.13 0.96 0.30 0.15 0.43 0.58 0.82 IQWHUVHFWLRQ 6XPPDU\ # 95WK SHUFHQWLOH YROXPH H[FHHGV FDSDFLW\, TXHXH PD\ EH ORQJHU. 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Rollins Consult LLC | 75 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 2: PURVSecW & CaUULage PNZ\04/20/2022 RXdolph Farm 4:00 pm 03/16/2022 2040 Total PM 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) 525 970 415 80 735 85 610 190 110 90 140 570 FXtXre VolXme (Yeh/h) 525 970 415 80 735 85 610 190 110 90 140 570 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj FloZ Rate, Yeh/h 571 1054 451 87 799 92 663 207 120 98 152 620 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, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, Yeh/h 624 1299 579 143 804 359 664 685 581 150 407 631 ArriYe On Green 0.18 0.37 0.37 0.04 0.23 0.23 0.20 0.38 0.38 0.07 0.37 0.37 Sat FloZ, Yeh/h 3374 3469 1547 3374 3469 1547 3374 1826 1547 3374 1826 1547 Grp VolXme(Y), Yeh/h 571 1054 451 87 799 92 663 207 120 98 152 620 Grp Sat FloZ(s),Yeh/h/ln 1687 1735 1547 1687 1735 1547 1687 1826 1547 1687 1826 1547 Q SerYe(g_s), s 18.3 30.0 15.7 2.8 25.3 5.3 21.6 8.8 5.8 3.1 6.7 24.5 C\cle Q Clear(g_c), s 18.3 30.0 15.7 2.8 25.3 5.3 21.6 8.8 5.8 3.1 6.7 24.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 624 1299 579 143 804 359 664 685 581 150 407 631 V/C Ratio(X) 0.92 0.81 0.78 0.61 0.99 0.26 1.00 0.30 0.21 0.65 0.37 0.98 AYail Cap(c_a), Yeh/h 629 1299 579 169 804 359 664 685 581 221 407 631 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 Uniform Dela\ (d), s/Yeh 44.0 30.9 9.3 51.8 42.2 34.5 44.1 24.2 23.3 50.1 28.9 11.6 Incr Dela\ (d2), s/Yeh 18.1 4.0 6.7 4.6 30.0 0.4 34.3 1.1 0.8 4.2 2.3 29.9 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 9.1 13.0 6.0 1.3 14.0 2.0 12.1 4.0 2.2 1.4 3.0 9.5 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 62.1 34.9 16.0 56.4 72.2 34.9 78.5 25.4 24.1 54.3 31.3 41.5 LnGrp LOS E C B E E C E C C D C D Approach Vol, Yeh/h 2076 978 990 870 Approach Dela\, s/Yeh 38.3 67.3 60.8 41.2 Approach LOS D E E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 9.4 45.8 9.1 45.7 26.2 29.0 24.8 30.0 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 7.2 38.8 5.5 40.5 21.5 24.5 20.5 25.5 Ma[ Q Clear Time (g_c+I1), s 5.1 10.8 4.8 32.0 23.6 26.5 20.3 27.3 Green E[t Time (p_c), s 0.0 1.6 0.0 5.5 0.0 0.0 0.1 0.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 49.1 HCM 6th LOS D Rollins Consult LLC | 76 QXeXeV 2: ProVpecW & Carriage PkZ\04/20/2022 RXGROSK FDUP 4:00 SP 03/16/2022 2040 7RWDO PM S\QFKUR 11 LLJKW RHSRUW PDJH 1 LDQH GURXS EBL EB7 EBR :BL :B7 :BR NBL NB7 NBR SBL SB7 SBR LDQH GURXS FORZ (YSK) 571 1054 451 87 799 92 663 207 120 98 152 620 Y/F RDWLR 0.92 0.79 0.52 0.52 1.00 0.18 0.69 0.32 0.19 0.46 0.64 1.17 CRQWURO DHOD\ 65.5 35.9 4.6 62.7 75.5 0.8 40.5 27.7 2.8 64.5 61.1 118.2 QXHXH DHOD\ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7RWDO DHOD\ 65.5 35.9 4.6 62.7 75.5 0.8 40.5 27.7 2.8 64.5 61.1 118.2 QXHXH LHQJWK 50WK (IW) 206 353 0 31 a300 0 214 106 0 37 95 a343 QXHXH LHQJWK 95WK (IW) #307 441 66 58 #434 0 #318 168 24 65 172 #584 IQWHUQDO LLQN DLVW (IW) 944 4935 320 320 7XUQ BD\ LHQJWK (IW) BDVH CDSDFLW\ (YSK) 621 1328 871 166 796 504 955 641 640 218 403 530 SWDUYDWLRQ CDS RHGXFWQ 0 0 0 0 0 0 0 0 0 0 0 0 SSLOOEDFN CDS RHGXFWQ 0 0 0 0 0 0 0 0 0 0 0 0 SWRUDJH CDS RHGXFWQ 0 0 0 0 0 0 0 0 0 0 0 0 RHGXFHG Y/F RDWLR 0.92 0.79 0.52 0.52 1.00 0.18 0.69 0.32 0.19 0.45 0.38 1.17 IQWHUVHFWLRQ SXPPDU\ a 9ROXPH H[FHHGV FDSDFLW\, TXHXH LV WKHRUHWLFDOO\ LQILQLWH. 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Rollins Consult LLC | 77 HCM 6th Signali]ed Intersection Summar\ 3: McLaughlin Road/High School DriveZa\ & Prospect Road 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 Total 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 85 505 70 20 1145 130 70 1 20 115 1 50 FXtXre VolXme (Yeh/h) 85 505 70 20 1145 130 70 1 20 115 1 50 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 92 549 76 22 1245 141 76 1 22 125 1 54 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 250 1762 243 462 1618 739 479 22 479 510 9 490 ArriYe On Green 0.05 0.58 0.58 0.47 0.47 0.47 0.31 0.31 0.31 0.31 0.31 0.31 Sat FloZ, Yeh/h 1781 3062 423 800 3469 1585 1349 69 1526 1388 29 1561 Grp VolXme(Y), Yeh/h 92 310 315 22 1245 141 76 0 23 125 0 55 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1750 800 1735 1585 1349 0 1596 1388 0 1589 Q SerYe(g_s), s 2.0 7.5 7.6 1.2 24.3 4.2 3.5 0.0 0.8 5.6 0.0 2.0 C\cle Q Clear(g_c), s 2.0 7.5 7.6 1.2 24.3 4.2 5.4 0.0 0.8 6.4 0.0 2.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.96 1.00 0.98 Lane Grp Cap(c), Yeh/h 250 998 1007 462 1618 739 479 0 501 510 0 499 V/C Ratio(X) 0.37 0.31 0.31 0.05 0.77 0.19 0.16 0.00 0.05 0.24 0.00 0.11 AYail Cap(c_a), Yeh/h 340 1611 1625 704 2668 1219 479 0 501 510 0 499 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Dela\ (d), s/Yeh 14.4 8.9 8.9 11.9 18.1 12.7 21.8 0.0 19.4 21.7 0.0 19.8 Incr Dela\ (d2), s/Yeh 0.9 0.2 0.2 0.0 0.8 0.1 0.7 0.0 0.2 1.1 0.0 0.4 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 0.7 2.3 2.4 0.2 8.4 1.3 1.2 0.0 0.3 1.9 0.0 0.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 15.3 9.1 9.1 11.9 18.8 12.8 22.5 0.0 19.6 22.8 0.0 20.3 LnGrp LOS B A A B B B C A B C A C Approach Vol, Yeh/h 717 1408 99 180 Approach Dela\, s/Yeh 9.9 18.1 21.8 22.0 Approach LOS A B C C Timer - Assigned Phs 2 4 6 7 8 Phs DXration (G+Y+Rc), s 30.0 51.3 30.0 8.9 42.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 25.5 75.5 25.5 8.5 62.5 Ma[ Q Clear Time (g_c+I1), s 7.4 9.6 8.4 4.0 26.3 Green E[t Time (p_c), s 0.3 3.8 0.6 0.1 11.6 Intersection SXmmar\ HCM 6th Ctrl Dela\ 16.1 HCM 6th LOS B Rollins Consult LLC | 78 HCM 6th Signali]ed Intersection Summar\ 3: McLaughlin Road/High School DriveZa\ & Prospect Road 05/23/2022 RXdolph Farm 4:00 pm 12/30/2020 Total 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 35 1045 70 20 730 45 80 1 20 135 1 55 FXtXre VolXme (Yeh/h) 35 1045 70 20 730 45 80 1 20 135 1 55 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1870 1870 1826 1870 1870 1870 1870 1870 1870 1870 Adj FloZ Rate, Yeh/h 38 1136 76 22 793 49 87 1 22 147 1 60 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 5 2 2 5 2 2 2 2 2 2 2 Cap, Yeh/h 266 1476 99 171 1211 553 644 30 656 683 11 672 ArriYe On Green 0.04 0.45 0.45 0.35 0.35 0.35 0.43 0.43 0.43 0.43 0.43 0.43 Sat FloZ, Yeh/h 1781 3300 221 461 3469 1585 1341 69 1526 1388 26 1563 Grp VolXme(Y), Yeh/h 38 597 615 22 793 49 87 0 23 147 0 61 Grp Sat FloZ(s),Yeh/h/ln 1781 1735 1786 461 1735 1585 1341 0 1596 1388 0 1589 Q SerYe(g_s), s 0.9 21.2 21.3 3.1 14.1 1.5 3.0 0.0 0.6 5.0 0.0 1.7 C\cle Q Clear(g_c), s 0.9 21.2 21.3 17.2 14.1 1.5 4.7 0.0 0.6 5.6 0.0 1.7 Prop In Lane 1.00 0.12 1.00 1.00 1.00 0.96 1.00 0.98 Lane Grp Cap(c), Yeh/h 266 776 799 171 1211 553 644 0 686 683 0 683 V/C Ratio(X) 0.14 0.77 0.77 0.13 0.65 0.09 0.14 0.00 0.03 0.22 0.00 0.09 AYail Cap(c_a), Yeh/h 383 1645 1694 371 2722 1244 644 0 686 683 0 683 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 1.00 Uniform Dela\ (d), s/Yeh 14.8 17.1 17.1 27.3 20.1 16.0 13.8 0.0 12.1 13.7 0.0 12.4 Incr Dela\ (d2), s/Yeh 0.2 1.6 1.6 0.3 0.6 0.1 0.4 0.0 0.1 0.7 0.0 0.3 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 0.3 7.3 7.6 0.3 5.1 0.5 1.0 0.0 0.2 1.6 0.0 0.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 15.0 18.7 18.7 27.7 20.7 16.1 14.2 0.0 12.2 14.4 0.0 12.6 LnGrp LOS B B B C C B B A B B A B Approach Vol, Yeh/h 1250 864 110 208 Approach Dela\, s/Yeh 18.6 20.6 13.8 13.9 Approach LOS B C B B Timer - Assigned Phs 2 4 6 7 8 Phs DXration (G+Y+Rc), s 36.0 37.3 36.0 7.2 30.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 31.5 69.5 31.5 7.5 57.5 Ma[ Q Clear Time (g_c+I1), s 6.7 23.3 7.6 2.9 19.2 Green E[t Time (p_c), s 0.3 9.5 0.7 0.0 6.3 Intersection SXmmar\ HCM 6th Ctrl Dela\ 18.7 HCM 6th LOS B Rollins Consult LLC | 79 HCM 6th Signalized Intersection Summary 4: Main Street/CR 5 & Prospect Road 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 Total 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 120 255 240 65 645 95 510 125 35 40 150 240 FXtXre VolXme (Yeh/h) 120 255 240 65 645 95 510 125 35 40 150 240 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 130 277 261 71 701 103 554 136 38 43 163 261 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 183 758 1010 399 722 665 554 669 631 317 298 346 ArriYe On Green 0.06 0.41 0.41 0.04 0.39 0.39 0.23 0.36 0.36 0.03 0.16 0.16 Sat FloZ, Yeh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp VolXme(Y), Yeh/h 130 277 261 71 701 103 554 136 38 43 163 261 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q SerYe(g_s), s 4.8 11.4 7.9 2.6 40.5 4.4 25.5 5.5 1.6 2.2 8.8 16.9 C\cle Q Clear(g_c), s 4.8 11.4 7.9 2.6 40.5 4.4 25.5 5.5 1.6 2.2 8.8 16.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 183 758 1010 399 722 665 554 669 631 317 298 346 V/C Ratio(X) 0.71 0.37 0.26 0.18 0.97 0.15 1.00 0.20 0.06 0.14 0.55 0.75 AYail Cap(c_a), Yeh/h 183 758 1010 410 723 665 554 669 631 344 298 346 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) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Dela\ (d), s/Yeh 26.4 22.9 8.7 19.3 33.1 19.8 30.4 24.5 20.4 36.8 42.6 40.2 Incr Dela\ (d2), s/Yeh 11.6 0.3 0.1 0.2 26.2 0.1 38.0 0.7 0.2 0.2 6.7 13.5 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 2.6 5.0 2.4 1.1 22.3 1.6 17.5 2.5 0.6 0.9 4.5 7.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 37.9 23.1 8.8 19.5 59.4 19.9 68.4 25.1 20.6 36.9 49.3 53.8 LnGrp LOS D C A B E B E C C D D D Approach Vol, Yeh/h 668 875 728 467 Approach Dela\, s/Yeh 20.4 51.5 57.8 50.7 Approach LOS C D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 8.2 43.9 8.9 49.1 30.0 22.0 11.0 47.0 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 5.3 37.7 5.1 43.9 25.5 17.5 6.5 42.5 Ma[ Q Clear Time (g_c+I1), s 4.2 7.5 4.6 13.4 27.5 18.9 6.8 42.5 Green E[t Time (p_c), s 0.0 0.8 0.0 2.7 0.0 0.0 0.0 0.0 Intersection SXmmar\ HCM 6th Ctrl Dela\ 45.4 HCM 6th LOS D Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 80 HCM 6th Signalized Intersection Summary 4: Main Street/CR 5 & Prospect Road 05/23/2022 RXdolph Farm 4:00 pm 12/30/2020 Total 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigXrations Traffic VolXme (Yeh/h) 240 575 385 75 380 65 270 185 75 115 200 150 FXtXre VolXme (Yeh/h) 240 575 385 75 380 65 270 185 75 115 200 150 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 261 625 418 82 413 71 293 201 82 125 217 163 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 366 694 797 177 563 580 495 664 635 484 539 640 ArriYe On Green 0.12 0.37 0.37 0.05 0.30 0.30 0.13 0.35 0.35 0.06 0.29 0.29 Sat FloZ, Yeh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp VolXme(Y), Yeh/h 261 625 418 82 413 71 293 201 82 125 217 163 Grp Sat FloZ(s),Yeh/h/ln 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q SerYe(g_s), s 10.7 34.7 19.6 3.5 21.8 3.3 12.2 8.5 3.6 5.4 10.3 7.5 C\cle Q Clear(g_c), s 10.7 34.7 19.6 3.5 21.8 3.3 12.2 8.5 3.6 5.4 10.3 7.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 366 694 797 177 563 580 495 664 635 484 539 640 V/C Ratio(X) 0.71 0.90 0.52 0.46 0.73 0.12 0.59 0.30 0.13 0.26 0.40 0.25 AYail Cap(c_a), Yeh/h 378 791 878 185 655 657 544 664 635 484 539 640 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) 0.62 0.62 0.62 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 Uniform Dela\ (d), s/Yeh 24.2 32.7 18.5 28.5 34.5 23.2 21.8 25.6 20.8 24.8 31.5 21.8 Incr Dela\ (d2), s/Yeh 3.8 8.2 0.3 1.9 3.6 0.1 1.4 1.2 0.4 0.3 2.2 0.9 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 4.8 16.9 6.7 1.5 10.0 1.2 5.0 3.9 1.3 2.2 4.8 2.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 28.0 40.9 18.8 30.4 38.1 23.3 23.2 26.8 21.3 25.1 33.7 22.7 LnGrp LOS C D B C D C C C C C C C Approach Vol, Yeh/h 1304 566 576 505 Approach Dela\, s/Yeh 31.2 35.1 24.2 28.0 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs DXration (G+Y+Rc), s 11.6 43.5 9.5 45.3 19.0 36.2 17.2 37.6 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 7.1 32.9 5.5 46.5 17.5 22.5 13.5 38.5 Ma[ Q Clear Time (g_c+I1), s 7.4 10.5 5.5 36.7 14.2 12.3 12.7 23.8 Green E[t Time (p_c), s 0.0 1.2 0.0 4.1 0.3 1.2 0.1 2.2 Intersection SXmmar\ HCM 6th Ctrl Dela\ 30.0 HCM 6th LOS C Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 81 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 6: CaUULage PNZ\ & CRPPeUcLaO AcceVV 04/20/2022 RXdolph Farm 7:00 am 03/16/2022 2040 Total AM 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) 55 10 270 100 10 25 245 375 110 25 290 55 FXtXre VolXme (Yeh/h) 55 10 270 100 10 25 245 375 110 25 290 55 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1826 1870 1870 1826 1826 1826 1870 1826 1870 Adj FloZ Rate, Yeh/h 60 11 293 109 11 27 266 408 120 27 315 60 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 5 5 2 2 5 5 5 2 5 2 Cap, Yeh/h 303 360 428 263 92 227 721 1204 1020 637 1097 952 ArriYe On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.17 1.00 1.00 0.03 0.60 0.60 Sat FloZ, Yeh/h 1370 1870 1547 1050 480 1178 1739 1826 1547 1781 1826 1585 Grp VolXme(Y), Yeh/h 60 11 293 109 0 38 266 408 120 27 315 60 Grp Sat FloZ(s),Yeh/h/ln 1370 1870 1547 1050 0 1658 1739 1826 1547 1781 1826 1585 Q SerYe(g_s), s 4.2 0.5 18.6 10.4 0.0 2.1 6.5 0.0 0.0 0.6 9.2 1.7 C\cle Q Clear(g_c), s 6.2 0.5 18.6 10.9 0.0 2.1 6.5 0.0 0.0 0.6 9.2 1.7 Prop In Lane 1.00 1.00 1.00 0.71 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 303 360 428 263 0 319 721 1204 1020 637 1097 952 V/C Ratio(X) 0.20 0.03 0.68 0.42 0.00 0.12 0.37 0.34 0.12 0.04 0.29 0.06 AYail Cap(c_a), Yeh/h 357 434 489 304 0 384 993 1204 1020 713 1097 952 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.56 0.56 0.56 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 39.3 36.1 35.5 40.5 0.0 36.7 6.0 0.0 0.0 7.8 10.6 9.1 Incr Dela\ (d2), s/Yeh 0.3 0.0 3.3 1.0 0.0 0.2 0.2 0.4 0.1 0.0 0.7 0.1 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 1.4 0.2 7.3 2.7 0.0 0.9 1.8 0.1 0.0 0.2 3.8 0.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 39.6 36.1 38.8 41.5 0.0 36.9 6.1 0.4 0.1 7.8 11.3 9.2 LnGrp LOS D D D D A D A A A A B A Approach Vol, Yeh/h 364 147 794 402 Approach Dela\, s/Yeh 38.9 40.3 2.3 10.7 Approach LOS D D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs DXration (G+Y+Rc), s 7.3 77.0 25.7 13.8 70.6 25.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 7.5 63.5 25.5 26.5 44.5 25.5 Ma[ Q Clear Time (g_c+I1), s 2.6 2.0 20.6 8.5 11.2 12.9 Green E[t Time (p_c), s 0.0 3.3 0.6 0.7 2.2 0.5 Intersection SXmmar\ HCM 6th Ctrl Dela\ 15.4 HCM 6th LOS B Rollins Consult LLC | 82 HCM 6WK SLgQaOL]ed IQWeUVecWLRQ SXPPaU\ 6: CaUULage PNZ\ & CRPPeUcLaO AcceVV 04/20/2022 RXdolph Farm 4:00 pm 03/16/2022 2040 Total PM 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) 55 10 315 60 10 15 345 395 60 15 425 70 FXtXre VolXme (Yeh/h) 55 10 315 60 10 15 345 395 60 15 425 70 Initial Q (Qb), Yeh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking 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 1826 1826 1870 1870 1826 1826 1826 1870 1826 1870 Adj FloZ Rate, Yeh/h 60 11 342 65 11 16 375 429 65 16 462 76 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 5 5 2 2 5 5 5 2 5 2 Cap, Yeh/h 292 332 445 238 122 178 639 1246 1056 629 1077 935 ArriYe On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 0.02 0.59 0.59 Sat FloZ, Yeh/h 1383 1870 1547 1004 689 1002 1739 1826 1547 1781 1826 1585 Grp VolXme(Y), Yeh/h 60 11 342 65 0 27 375 429 65 16 462 76 Grp Sat FloZ(s),Yeh/h/ln 1383 1870 1547 1004 0 1690 1739 1826 1547 1781 1826 1585 Q SerYe(g_s), s 4.2 0.5 19.5 6.3 0.0 1.5 9.6 0.0 0.0 0.4 15.3 2.3 C\cle Q Clear(g_c), s 5.6 0.5 19.5 6.8 0.0 1.5 9.6 0.0 0.0 0.4 15.3 2.3 Prop In Lane 1.00 1.00 1.00 0.59 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 292 332 445 238 0 300 639 1246 1056 629 1077 935 V/C Ratio(X) 0.21 0.03 0.77 0.27 0.00 0.09 0.59 0.34 0.06 0.03 0.43 0.08 AYail Cap(c_a), Yeh/h 292 332 445 238 0 300 708 1246 1056 687 1077 935 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00 Uniform Dela\ (d), s/Yeh 40.2 37.4 35.8 40.3 0.0 37.8 7.3 0.0 0.0 8.6 12.4 9.7 Incr Dela\ (d2), s/Yeh 0.3 0.0 7.9 0.6 0.0 0.1 0.7 0.5 0.1 0.0 1.3 0.2 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 1.4 0.2 9.3 1.6 0.0 0.6 2.6 0.2 0.0 0.1 6.3 0.8 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 40.5 37.5 43.8 40.9 0.0 38.0 8.0 0.5 0.1 8.6 13.7 9.9 LnGrp LOS D D D D A D A A A A B A Approach Vol, Yeh/h 413 92 869 554 Approach Dela\, s/Yeh 43.1 40.0 3.7 13.0 Approach LOS D D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs DXration (G+Y+Rc), s 6.4 79.6 24.0 16.6 69.4 24.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 5.5 71.5 19.5 16.5 60.5 19.5 Ma[ Q Clear Time (g_c+I1), s 2.4 2.0 21.5 11.6 17.3 8.8 Green E[t Time (p_c), s 0.0 3.3 0.0 0.6 3.6 0.2 Intersection SXmmar\ HCM 6th Ctrl Dela\ 16.6 HCM 6th LOS B Rollins Consult LLC | 83 HCM 2010 TWSC 7: CaUULaJH PaUNZa\ & IQGXVWULaO 05/23/2022 5XGROSK FDUP 7:00 DP 12/30/2020 7RWDO 2040 AM 6\QFKUR 10 LLJKW 5HSRUW 55 3DJH 1 IQWHUVHFWLRQ IQW DHOD\, V/YHK 2.2 MRYHPHQW EBL EB5 NBL NB7 6B7 6B5 LDQH CRQILJXUDWLRQV 7UDIILF 9RO, YHK/K 5 50 140 310 330 15 FXWXUH 9RO, YHK/K 5 50 140 310 330 15 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 - - None Storage Length 0 - - 0 - - 0 - 0 0 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 5 2 5 2 2 2 5 5 2 2 5 5 Mvmt Flow 71 5 54 11 5 16 87 255 33 38 315 71 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 847 853 315 885 891 255 386 0 0 288 0 0 Stage 1 391 391 - 429 429 - - - - - - - Stage 2 456 462 - 456 462 - - - - - - - Critical Hdwy 7.15 6.52 6.25 7.12 6.52 6.22 4.15 - - 4.12 - - Critical Hdwy Stg 1 6.15 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.15 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.545 4.018 3.345 3.518 4.018 3.318 2.245 - - 2.218 - - Pot Cap-1 Maneuver 278 296 718 266 282 784 1156 - - 1274 - - Stage 1 627 607 - 604 584 - - - - - - - Stage 2 578 565 - 584 565 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 247 266 718 223 253 784 1156 - - 1274 - - Mov Cap-2 Maneuver 247 266 - 223 253 - - - - - - - Stage 1 580 589 - 559 540 - - - - - - - Stage 2 518 523 - 519 548 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.9 15.5 1.9 0.7 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1156 - - 247 622 223 514 1274 - - HCM Lane V/C Ratio 0.075 - - 0.286 0.096 0.049 0.042 0.03 - - HCM Control Delay (s) 8.4 - - 25.3 11.4 22 12.3 7.9 - - HCM Lane LOS A - - D B C B A - - HCM 95th %tile Q(veh) 0.2 - - 1.1 0.3 0.2 0.1 0.1 - - Rollins Consult LLC | 86 HCM 2010 TWSC 9: CaUULaJH PaUNZa\ & HLJK ScKRRO 05/23/2022 Rudolph Farm 4:00 pm 12/30/2020 Total 2040 PM Synchro 10 Light Report RR Page 1 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 1 110 20 5 25 90 315 3 5 250 95 Future Vol, veh/h 95 1 110 20 5 25 90 315 3 5 250 95 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 0 - 0 0 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 5 2 5 2 2 2 5 5 2 2 5 5 Mvmt Flow 103 1 120 22 5 27 98 342 3 5 272 103 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 838 823 272 932 923 342 375 0 0 345 0 0 Stage 1 282 282 - 538 538 - - - - - - - Stage 2 556 541 - 394 385 - - - - - - - Critical Hdwy 7.15 6.52 6.25 7.12 6.52 6.22 4.15 - - 4.12 - - Critical Hdwy Stg 1 6.15 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.15 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.545 4.018 3.345 3.518 4.018 3.318 2.245 - - 2.218 - - Pot Cap-1 Maneuver 282 309 760 247 270 701 1167 - - 1214 - - Stage 1 718 678 - 527 522 - - - - - - - Stage 2 510 521 - 631 611 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 249 282 760 194 246 701 1167 - - 1214 - - Mov Cap-2 Maneuver 249 282 - 194 246 - - - - - - - Stage 1 658 675 - 483 478 - - - - - - - Stage 2 444 477 - 529 609 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.3 17.7 1.8 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1167 - - 249 749 194 536 1214 - - HCM Lane V/C Ratio 0.084 - - 0.415 0.161 0.112 0.061 0.004 - - HCM Control Delay (s) 8.4 - - 29.3 10.7 25.9 12.2 8 - - HCM Lane LOS A - - D B D B A - - HCM 95th %tile Q(veh) 0.3 - - 1.9 0.6 0.4 0.2 0 - - Rollins Consult LLC | 87 HCM 6WK SLJQaOL]Hd IQWHUVHcWLRQ SXPPaU\ 11: CR 5 & SH 14 05/23/2022 RXdolph Farm 7:00 am 12/30/2020 Total 2040 AM S\nchro 10 Light Report RR Page 1 MoYement EBT EBR WBL WBT NBL NBR Lane ConfigXrations Traffic VolXme (Yeh/h) 1275 250 150 2225 215 195 FXtXre VolXme (Yeh/h) 1275 250 150 2225 215 195 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1826 1870 1870 1826 1870 1870 Adj FloZ Rate, Yeh/h 1386 272 163 2418 234 212 Peak HoXr Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeaY\ Veh, % 5 2 2 5 2 2 Cap, Yeh/h 2078 1258 308 2447 672 398 ArriYe On Green 0.80 0.80 0.06 0.71 0.19 0.19 Sat FloZ, Yeh/h 3561 1585 1781 3561 3456 1585 Grp VolXme(Y), Yeh/h 1386 272 163 2418 234 212 Grp Sat FloZ(s),Yeh/h/ln 1735 1585 1781 1735 1728 1585 Q SerYe(g_s), s 15.6 2.1 2.9 61.0 5.3 10.4 C\cle Q Clear(g_c), s 15.6 2.1 2.9 61.0 5.3 10.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 2078 1258 308 2447 672 398 V/C Ratio(X) 0.67 0.22 0.53 0.99 0.35 0.53 AYail Cap(c_a), Yeh/h 2078 1258 463 2448 672 398 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 1.00 1.00 0.93 0.93 Uniform Dela\ (d), s/Yeh 5.3 1.1 8.9 12.9 31.3 29.1 Incr Dela\ (d2), s/Yeh 0.6 0.1 1.4 15.4 1.3 4.7 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 3.3 1.1 1.0 23.2 2.3 4.4 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 5.9 1.1 10.3 28.3 32.6 33.8 LnGrp LOS A A B C C C Approach Vol, Yeh/h 1658 2581 446 Approach Dela\, s/Yeh 5.1 27.2 33.2 Approach LOS A C C Timer - Assigned Phs 2 3 4 8 Phs DXration (G+Y+Rc), s 22.0 9.6 58.4 68.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 17.5 12.9 46.1 63.5 Ma[ Q Clear Time (g_c+I1), s 12.4 4.9 17.6 63.0 Green E[t Time (p_c), s 0.8 0.2 14.3 0.5 Intersection SXmmar\ HCM 6th Ctrl Dela\ 19.9 HCM 6th LOS B Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 88 HCM 6WK SLJQaOL]Hd IQWHUVHcWLRQ SXPPaU\ 11: CR 5 & SH 14 05/23/2022 RXdolph Farm 4:00 pm 12/30/2020 Total 2040 PM S\nchro 10 Light Report RR Page 1 MoYement EBT EBR WBL WBT NBL NBR Lane ConfigXrations Traffic VolXme (Yeh/h) 2300 305 55 1535 245 135 FXtXre VolXme (Yeh/h) 2300 305 55 1535 245 135 Initial Q (Qb), Yeh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1826 1870 1870 1826 1870 1870 Adj FloZ Rate, Yeh/h 2500 332 60 1668 266 147 Peak HoXr Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeaY\ Veh, % 5 2 2 5 2 2 Cap, Yeh/h 2501 1350 124 2756 451 264 ArriYe On Green 0.72 0.72 0.04 0.79 0.13 0.13 Sat FloZ, Yeh/h 3561 1585 1781 3561 3456 1585 Grp VolXme(Y), Yeh/h 2500 332 60 1668 266 147 Grp Sat FloZ(s),Yeh/h/ln 1735 1585 1781 1735 1728 1585 Q SerYe(g_s), s 86.4 4.7 0.9 22.9 8.7 10.2 C\cle Q Clear(g_c), s 86.4 4.7 0.9 22.9 8.7 10.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), Yeh/h 2501 1350 124 2756 451 264 V/C Ratio(X) 1.00 0.25 0.48 0.61 0.59 0.56 AYail Cap(c_a), Yeh/h 2501 1350 186 2877 451 264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.22 0.22 1.00 1.00 0.93 0.93 Uniform Dela\ (d), s/Yeh 16.7 1.7 35.8 4.9 49.1 45.9 Incr Dela\ (d2), s/Yeh 8.4 0.0 2.9 0.3 5.2 7.7 Initial Q Dela\(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),Yeh/ln 31.6 2.7 1.4 6.5 4.1 4.6 Unsig. MoYement Dela\, s/Yeh LnGrp Dela\(d),s/Yeh 25.1 1.7 38.7 5.2 54.3 53.6 LnGrp LOS C A D A D D Approach Vol, Yeh/h 2832 1728 413 Approach Dela\, s/Yeh 22.4 6.4 54.0 Approach LOS C A D Timer - Assigned Phs 2 3 4 8 Phs DXration (G+Y+Rc), s 20.2 8.8 91.0 99.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Ma[ Green Setting (Gma[), s 11.5 8.5 86.5 99.5 Ma[ Q Clear Time (g_c+I1), s 12.2 2.9 88.4 24.9 Green E[t Time (p_c), s 0.0 0.0 0.0 24.7 Intersection SXmmar\ HCM 6th Ctrl Dela\ 19.4 HCM 6th LOS B Notes User approYed pedestrian interYal to be less than phase ma[ green. Rollins Consult LLC | 89 Appendix C LCUASS Left -Turn and Right -Turn Warrants Rollins Consult LLC | 90 Rollins Consult LLC | 91 Rollins Consult LLC | 92 Appendix D Pedestrian Bicycle Destination Area Rollins Consult LLC | 93 Page Intentionally Left Blank