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HomeMy WebLinkAbout34.0_Urban + Farm Commercial Subdivision_TISNOVEMBER 2022 PREPARED FOR: LAUREL PARKWAY, LLC 11 LONE PEAK DR STE 201 BIG SKY, MT 59716-7875 PREPARED BY: HYALITE ENGINEERS, PLLC 2304 N 7TH AVE. SUITE L BOZEMAN, MT 59715 www.hyaliteeng.com URBAN + FARM COMMERCIAL SUBDIVISION TRAFFIC IMPACT STUDY U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 T A B L E O F C O N T E N T S TABLE OF CONTENTS PURPOSE OF REPORT AND STUDY OBJECTIVES 1 PROPOSED DEVELOPMENT 1 · Location 1 · Development Description 1 · Development Horizon 2 EXISTING AREA CONDITIONS 2 · Study Area 2 - Area of Influence 2 - Study Area Land Use 2 · Site Accessibility 3 - Transportation Network 3 Study Area Roadways 3 Study Area Intersections 3 - Huffine Lane (US 191) 3 - Cottonwood Road 3 - Fallon Street 3 - Babcock Street 4 - Laurel Parkway 4 - Water Lily Drive 4 - Access Road A 4 - Huffine Lane & Cottonwood Road 4 - Fallon Street & Cottonwood Road 5 - Babcock Street Cottonwood Road 5 - Huffine Lane & Laurel Parkway 5 - Babcock Street & Laurel Parkway 6 - Huffine Lane & Water Lily Drive 6 - Huffine Lane & Access Road A 6 - Existing Study Area and Transportation System 6 - Weekday Traffic Volumes 6 - Saturday Traffic Volumes 7 - Pedestrian & Bicyclists 7 - Transit System 8 - Crash Experience 8 PROJECTED TRAFFIC 8 · Subdivision Traffic 8 - Development Trip Distribution 9 - Trip Assignment 9 · Pedestrians & Bicyclists 10 · Transit Service 10 · Non-Site Traffic 10 - Method of Projection 10 - Estimated Volumes 10 · Total Traffic 11 U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 T A B L E O F C O N T E N T S TRANSPORTATION ANALYSIS 11 · Methodologies 11 - Study Scenarios 11 - Analysis Methodologies 11 · Traffic Operations 12 - Capacity & Level of Service Analyses 12 · Traffic Signal Warrant Analyses 12 - Fallon Street & Cottonwood Road 13 Warrant #1: Eight-Hour Vehicular Volume 13 Warrant #2: Four-Hour Vehicular Volume 13 Warrant #3: Peak Hour 13 Warrant #4: Pedestrian Volume 13 Warrant #5: School Crossing 14 Warrant #6: Coordinated Signal System 14 Warrant #7: Crash Experience 14 Warrant #8: Roadway Network 14 Warrant #9: Intersection Near a Grade Crossing 14 - Huffine Lane & Laurel Parkway 14 FINDINGS 15 · 2021 Existing Conditions 15 - Traffic Operations 15 · 2027 Background Traffic 16 - Traffic Operations 16 · 2027 Total Traffic 16 - Traffic Operations 16 · 2042 Background Traffic 17 - Traffic Operations 17 · 2042 Total Traffic 18 - Traffic Operations 18 · Recommended Improvements 19 - Traffic Signal Warrant Analyses 19 - Traffic Operations 19 · Pedestrians & Bicyclists 20 · Transit Service 20 · Compliance with Applicable Local Codes 20 CONCLUSIONS & RECOMMENDATIONS 20 · Study Area Intersections 20 · Site Accessibility 22 REFERENCES U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 T A B L E O F C O N T E N T S APPENDICES · Appendix A – Weekday Traffic Count Data · Appendix B – Saturday Traffic Count Data · Appendix C – Weekday Trip Generation Analyses · Appendix D – Background Trip Generation Analyses · Appendix E – Saturday Trip Generation Analyses · Appendix F – Capacity & Level of Service Analyses · Appendix G – Fallon Street & Cottonwood Road Signal Warrant Analyses U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 L I S T O F F I G U R E S LIST OF FIGURES Figure 1: Site Location Figure 2: Subdivision Layout Figure 3: Existing Transportation System Figure 4: Current Daily Traffic Figure 5: Phase 1, May Fly Development & Background Project Trip Distribution Figure 6: Phase 2 Trip Distribution Figure 7: 2027 Background Project - Traffic Assignment Figure 8: 2027 Phase 1 – Traffic Assignment Figure 9: 2027 May Fly Development – Traffic Assignment Figure 10: 2042 Phase 2 - Traffic Assignment Figure 11: Estimated 2027 Background Traffic Figure 12: Estimated 2027 Total Traffic Figure 13: Estimated 2042 Background Traffic Figure 14: Estimated 2042 Total Traffic Figure 15: Traffic Operations Summary for 2021 Existing Conditions Figure 16: Traffic Operations Summary for 2027 Background Traffic Figure 17: Traffic Operations Summary for 2027 Total Traffic Figure 18: Traffic Operations Summary for 2042 Background Traffic Figure 19: Traffic Operations Summary for 2042 Total Traffic Figure 20: Traffic Operations Summary for Recommended Improvements U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 PURPOSE OF REPORT AND STUDY OBJECTIVES This traffic impact study summarizes the impacts that are potential from the proposed Urban + Farm Commercial Subdivision in Bozeman, Gallatin County, Montana. The content presented in this report is shown to analyze the operational and safety conditions of the transportation system in the area of this proposed development under current conditions and any potential future impacts. Study recommendations and the conclusions presented are intended to provide guidance to the function of the proposed site accesses and the transportation system as a whole. PROPOSED DEVELOPMENT · Location The proposed Urban + Farm Commercial Subdivision is located in Bozeman, Gallatin County, Montana. It is located in Section 9, Township 2 South, Range 5 East, Principal Meridian of Montana. Generally, the development is bordered by residential and undeveloped agricultural land. It is also bordered by the Billion Auto Dealership to the east. The major intersections affected by this development are the three major intersections along Cottonwood Road bordering this development as well as Laurel Parkway and Babcock Street. Huffine Lane will also be affected with the extension of Laurel Parkway as an intersection to the south of the development. The site location is depicted in Figure 1. · Development Description The Urban + Farm Commercial Subdivision is proposed to consist of a variety of land uses. The development includes single-family detached housing, multifamily housing (low-rise), multifamily housing (mid-rise), mid-rise residential with 1st-floor commercial, public park, recreational community center, fire and rescue station, nursery, and quality restaurant land uses on the site. The development will be built in multiple phases. Phase 1 will consist of 2 blocks; the May Fly Development will be 1 block and phase 2 will consist of 13 blocks. Phase 1 is estimated to generate a total of 444 average weekday trips as well as 32 weekday AM and 40 weekday PM peak hour trips. The May Fly Development is estimated to generate a total of 454 average weekday trips as well as 29 weekday AM and 35 weekday PM peak hour trips. Phase 2 is estimated to generate a total of 12,250 average weekday trips as well as 564 weekday AM and 1,047 weekday PM peak hour trips. There is also background project traffic that will be accounted for in this study. The background project traffic is located just north of Phase 2 of this development along Fallon Street, south of the May Fly Development. The background project is estimated to generate a total of 686 average weekday trips as well as 46 weekday AM and 56 weekday PM peak hour trips. Access to the property would primarily be provided via Cottonwood Road, Huffine Lane, and Babcock Street. The proposed site layout is shown in Figure 2. M:\203430\Traffic Impact Study\TIS Figures.dwgSITE LOCATION FIGURE 1 JOB NUMBER : SHEET : SCALE :1" = 1000' 1 OF 101000'2000' DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 PROJECT LOCATION COTTONWOOD ROADNOV 2022 203430 URBAN + FARM COMMERCIAL SUBDIVISION HUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE M:\203430\Traffic Impact Study\TIS Figures.dwgSUBDIVISION LAYOUT FIGURE 2 JOB NUMBER : SHEET : SCALE :NTS 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 203430 NOTE: INFRASTRUCTURE FOR ROADWAYS WILL NOT BE COMPLETED IN PHASE 1, LAUREL PARKWAY EXTENSION WILL BE EVALUATED IN PHASE 2. NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION LEGEND BACKGROUND DEVELOPMENT PHASE 2 DEVELOPMENT PHASE 1 DEVELOPMENT MAY FLY DEVELOPMENT U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 2 · Development Horizon It is anticipated that the proposed Urban + Farm Commercial Subdivision will be under construction in 2022. Full buildout of the subdivision is assumed to occur over many years as Phase 2 is constructed. For analysis purposes, it is assumed that the buildout year will be 2042, with both phase 1 and phase 2 completed. An interim buildout year will also be analyzed in 2027 (phase 1 completed), for a 5-year period. This buildout year will assume that all traffic mitigation required for this development will be completed. It is assumed that the new intersection of Laurel Parkway and Huffine Lane will be completed at full buildout, as well as Laurel Parkway connecting to Durston Road to the north in the 2027 horizon. EXISTING AREA CONDITIONS · Study Area - Area of Influence The impacts to traffic from a development are largely due to its location and size. It is also dependent on the characteristics of the surrounding traffic system. The impacts to all adjacent traffic systems will generally be in a limited area from the development site. The proposed development and its variety of land uses do have significant impacts from a traffic generation standpoint, having greater than 200 estimated trips during either of the weekday AM and PM peak hours. However due to the location of the development and the existing infrastructure surrounding the project site, it is not anticipated that the development would have any significant impacts to areas beyond the included intersections. The roads and intersections outside of the study area are already developed and can handle any additional traffic that is generated from this subdivision. - Study Area Land Use Presently, the proposed development area is vacant. As stated previously, the proposed subdivision is bordered by residential and undeveloped agricultural land. The study area is also bordered by the Billion Auto Dealership to the east. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 3 · Site Accessibility - Transportation Network The study area for the Urban + Farm Commercial Subdivision will focus on key intersections within proximity to the proposed site. This study includes the following roadways and intersections shown below: Study Area Roadways  Huffine Lane (US Highway 191)  Cottonwood Road  Fallon Street  Babcock Street  Laurel Parkway  Water Lily Drive  Access Road A Study Area Intersection  Huffine Lane & Cottonwood Road  Fallon Street & Cottonwood Road  Babcock Street & Cottonwood Road  Huffine Lane & Laurel Parkway  Babcock Street & Laurel Parkway  Huffine Lane & Water Lily Drive  Huffine Lane & Access Road A - Huffine Lane (US 191) Huffine Lane (US 191) is a National Highway System route and is under the jurisdiction of the Montana Department of Transportation (MDT). It is classified as a principal arterial – non-interstate by MDT’s classification system. Huffine Lane has four travel lanes and a center two-way left turn lane in the study area. The posted speed limit is 55 miles per hour (mph). - Cottonwood Road Cottonwood Road is located in Gallatin County and is classified as a principal arterial. Presently, Cottonwood Road has four travel lanes with turn lanes at intersections in the study area. The posted speed limit is 35 mph. - Fallon Street Fallon Street is located in Gallatin County and is classified as a local street. Presently, Fallon Street has two travel lanes and has a posted speed limit of 25 mph. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 4 - Babcock Street Babcock Street is located in Gallatin County and is classified as a collector. Presently, Babcock Street has two travel lanes with a center two-way left turn lane and a posted speed limit of 30 mph. - Laurel Parkway Laurel Parkway is located in Gallatin County and is classified as a collector. Presently, Laurel Parkway has two travel lanes with a raised median and no posted speed limit. Laurel Parkway will be extended to intersect with Huffine Lane with the development of this subdivision. Laurel Parkway will also be completed to connect to Durston Road to the north before the development horizons of this project are reached. - Water Lily Drive Water Lily Drive is located in Gallatin County and is classified as a local street. Presently, Water Lily Drive has two travel lanes and no posted speed limit. - Access Road A Access Road A currently does not exist but will be constructed with this development. Access Road A will be classified as a local street and have two travel lanes. Access Road A will be located between Water Lily Drive and Cottonwood Road. - Huffine Lane & Cottonwood Road The intersection of Huffine Lane and Cottonwood Road has the following characteristics:  Actuated, Signalized Intersection  Eastbound Approach (From the West) – (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 350 feet  Westbound Approach (From the East) – (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 275 feet  Northbound Approach (From the South) - (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 150 feet  Southbound Approach (From the North) – (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 275 feet U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 5 - Fallon Street & Cottonwood Road The intersection of Fallon Street and Cottonwood Road has the following characteristics:  Two-way Stop-controlled (eastbound and westbound stop signs)  Eastbound Approach (From the West) – (1) Full movement Lane  Westbound Approach (From the East) – (1) Full movement Lane  Northbound Approach (From the South) – (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 300 feet  Southbound Approach (From the North) – (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 275 feet - Babcock Street & Cottonwood Road The intersection of Babcock Street and Cottonwood Road has the following characteristics:  Actuated, Signalized Intersection  Eastbound Approach (From the West) – (1) Left Turn Lane and (1) Through / Right Turn Lane, estimated storage is approximately 100 feet  Westbound Approach (From the East) – (1) Left Turn Lane and (1) Through / Right Turn Lane, estimated storage is approximately 100 feet  Northbound Approach (From the South) - (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 250 feet  Southbound Approach (From the North) - (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 300 feet - Huffine Lane & Laurel Parkway The intersection of Huffine Lane and Laurel Parkway currently does not exist. Laurel Parkway will be extended to intersect with Huffine Lane with the development of this subdivision. Currently there are only through movements on Huffine Lane at this future intersection. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 6 - Babcock Street & Laurel Parkway The intersection of Babcock Street and Laurel Parkway has the following characteristics:  Stop controlled, T-intersection (northbound stop control)  Eastbound Approach (From the West) – (1) Through / Right Turn Lane  Westbound Approach (From the East) – (1) Left Turn Lane and (1) Through Lane, estimated storage is approximately 75 feet  Northbound Approach (From the South) – (1) Left Turn Lane and (1) Right Turn Lane, estimated storage is approximately 75 feet The intersection of Babcock Street and Laurel Parkway will have a southbound approach in the future. This approach is not a part of this development but is anticipated to be completed by both development horizons. Therefore, a southbound approach will be included in the analysis of this intersection. - Huffine Lane & Water Lily Drive The intersection of Huffine Lane & Water Lily Drive currently does not exist. Water Lily Drive will be extended to intersect with Huffine Lane with the development of this subdivision. Currently there are only through movements on Huffine Lane at this intersection. - Huffine Lane & Access Road A The intersection of Huffine Lane & Access Road A currently does not exist. Road A will be constructed with this development and will intersect Huffine Lane. Currently there are only through movements on Huffine Lane at this intersection. - Existing Study Area Transportation System The existing study area roadways and intersections are shown in Figure 3. Included within the figure is the existing traffic control at each of the study area intersections as well as the traffic lane configurations. - Weekday Traffic Volumes Traffic data for the intersection of Babcock Street and Cottonwood Road, as well as the intersection of Fallon Street and Cottonwood Road were developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the weekday, AM (one hour between 7:00 and 9:00 a.m.), and PM (one hour between 4:00 and 6:00 p.m.) peak periods on Tuesday, August 24, 2021 and Wednesday, August 25, 2021 and averaged for the two days. Count data for the intersection of M:\203430\Traffic Impact Study\TIS Figures.dwgEXISTING TRANSPORTATION SYSTEM FIGURE 3 JOB NUMBER : SHEET : SCALE : 1 OF 101000'2000' DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND STOP SIGN TRAFFIC LANE CONFIGURATION TRAFFIC SIGNAL CONTROLLED INTERSECTION 1" = 1000' 203430 PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVENOV 2022URBAN + FARM COMMERCIAL SUBDIVISION U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 7 Huffine Lane and Cottonwood Road, as well as the future intersection of Huffine Lane and Laurel Parkway were developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the weekday, AM (one hour between 7:00 and 9:00 a.m.), and PM (one hour between 4:00 and 6:00 p.m.) peak periods on Tuesday, August 31, 2021 and Wednesday, September 1, 2021 and averaged for the two days. Count data for the intersection of Babcock Street and Laurel Parkway was developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the weekday, AM (one hour between 7:00 and 9:00 a.m.), and PM (one hour between 4:00 and 6:00 p.m.) peak hours on Tuesday, September 7, 2021, Wednesday, September 8, 2021 and Thursday, September 9, 2021. The counts are provided in Appendix A. Currently daily traffic data is summarized in Figure 4. - Saturday Traffic Volumes Saturday midday traffic data was collected for this project and compared to the weekday traffic volumes. The Saturday traffic volumes are far less than then that of the weekday traffic volumes. The trip generated from Saturday traffic was similar to the trip generation that is found during the weekday peak hours. Therefore, no analysis is required for the Saturday midday peak hour since it will not control any of the design recommendations for this development. Saturday traffic data for the intersection of Babcock Street and Cottonwood Road, as well as the intersection of Fallon Street and Cottonwood Road were developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the midday (one hour between 12:00 and 2:00 p.m.) peak period on Saturday, September 25, 2021. Saturday count data for the intersection of Huffine Lane and Cottonwood Road, as well as the future intersection of Huffine Lane and Laurel Parkway were developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the midday (one hour between 12:00 and 2:00 p.m.) peak period on Saturday, October 2, 2021. Saturday count data for the intersection of Babcock Street and Laurel Parkway was developed through turning movement counts conducted by Hyalite Engineers. Saturday counts were conducted during the midday (12:00 and 2:00 p.m.) peak period on Saturday, October 9, 2021. The counts are provided in Appendix B. - Pedestrians & Bicyclists There are facilities available for pedestrians and bicyclists within the study area. Existing and proposed sidewalks throughout the development area provide access for these movements. M:\203430\Traffic Impact Study\TIS Figures.dwgCURRENT DAILY TRAFFIC FIGURE 4 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 28,300 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC 1" = 1000' 203430 PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE150 (157) 255 (188) 80 (86) 63 (191) 732 (1089) 66 (120) 256(218) 886(1060) 127(111) (182)(176)(116) 236 198 211 46 (64) 191 (487) 42 (59) 10 (41) 4 (9) 41 (45) 5(8) 7(7) 58(59) (9)(335)(32) 13 377 31 1109 (1405) 1277(1424) 14 (23) 169 (436) 23 (66) 27 (88) 6 (29) 59 (41) 37(53) 22(23) 34(18) (52)(315)(45) 29 377 28 1 (0) 8 (2) 12 (44) 2 (5) 42(28) 0(2) 700 26,600 2,900 8,4009,9001,900 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 8 - Transit System There are two direct transit stops in the area of the proposed subdivision. Both transit stops are along Cottonwood Road and are serviced by Streamline bus routes. One of the stops is halfway between Fallon Street and Huffine Lane and the other is at the intersection of Fallon Street and Cottonwood Road. Both stops are on the east side of Cottonwood Road and are for northbound traffic. The Urban + Farm Commercial Subdivision is not anticipated to affect this transit route or its stops. Cottonwood Road has two northbound travel lanes which will allow for the transit route to operate effectively with minimal affects to traffic. The route will continue to operate as it does today with the addition of project traffic to Cottonwood Road. - Crash Experience Crash data for the study intersections was obtained from MDT for a five- year period from 2016-2020. During this time there were approximately 8 crashes at or near the future intersection of Huffine Lane and Laurel Parkway. There were also 19 crashes at or near the intersection of Huffine Lane and Cottonwood Road. There were no recorded accidents at any the other study intersections. The recorded accidents tend to be during weekdays, predominately in the afternoon, and during winter months. The majority of accidents are weather related and are not due to the current layout of the study intersections. PROJECT TRAFFIC · Subdivision Traffic Trip generation is a forecast for the number of trips starting or ending at the development site. The trip generated is a function of the type of proposed development on the site and the size of that development. This study uses trip generation rates found in Trip Generation, 10th Edition published by the Institute of Transportation Engineers (ITE) for estimating average vehicle trip ends based on Land Use Code 210 - Single-Family Detached Housing, Code 220 – Multifamily Housing (Low-Rise), Code 221 – Multifamily Housing (Mid-Rise), Code 231 – Mid-Rise Residential with 1st-Floor Commercial, Code 411 – Public Park, Code – 495 Recreational Community Center, Code 575 – Fire and Rescue Station, Code 817 – Nursery (Garden Center), and Code 931 – Quality Restaurant. Primary purpose trips are those where the land uses on the site is the primary destination, which will result with a new trip on the roadway. The estimated primary purpose trip generation for the proposed Urban + Farm Commercial Subdivision is provided in Appendix C. Trip generation from pass-by traffic is not anticipated to have any effect to this site. This is due to the type of development and the land uses being implemented to this site. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 9 Background project traffic will also be included for this development. The trip generation analysis for the background project is included in Appendix D. Also, a portion of the traffic that is currently using Cottonwood Road will be moved to Laurel Parkway once the connection to Durston Road is complete. The projected capacity for Laurel Parkway is 12,000 vehicle per day (vpd). A conservative estimate of 2,000 daily trips will be added to Laurel Parkway to account for this shift in traffic. As more connections to Huffine Lane and Durston Road are built in the future the shift in traffic off of Cottonwood road is anticipated to increase. This makes the traffic shift of 2,000 daily trips conservative for both Laurel Parkway and Cottonwood Road. Saturday midday trip generation analysis was also looked at for this development. The trip generation analysis for Saturday traffic is included in Appendix E. Trip generation for this development will be viewed at both of the development horizons (2027 and 2042). It will be assumed that 100% buildout will be reached by 2042 and all project traffic will be added to the site. For the 2027 horizon, it will be assumed that Phase 1, the May Fly Development and background project traffic buildout will be reached. - Development Trip Distribution Trip distribution is identifying the probable directions, routes and destinations that the development traffic will likely have an effect on. A variety of methods are used for estimating trip distribution. These include analogy, trip distribution model, area of influence, origin destination, and surrogate data methods. This study uses a combination of the analogy method. The analogy method bases the distribution on existing travel patterns and the origin-destination method. The primary trip distribution for the proposed Urban + Farm Commercial Subdivision is shown in Figure 5 and Figure 6. Figure 5 displays the trip distribution for Phase 1, the May Fly Development and background project traffic when Laurel Parkway does not yet extend to Huffine Lane. Figure 6 displays the trip distribution for Phase 2 when Laurel Parkway does extend to Huffine Lane and allows more access to the site. - Trip Assignment The trip assignment of development traffic provides the information to find the level of impacts the site will have on the roadway system. Assignment involves determining the amount of traffic and its movements in the traffic system. Trip assignment must also take in to account the choice of route a driver will take, how existing traffic functions at intersections, and the travel times to and exiting the site depending on the route chosen. The resulting traffic assignment at the study area intersections for the proposed development are shown in Figure 7, Figure 8, Figure 9, and Figure 10. M:\203430\Traffic Impact Study\TIS Figures.dwgPHASE 1, MAY FLY DEVELOPMENT & BACKGROUND PROJECT TRIP DISTRIBUTION FIGURE 5 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND TRIP DISTRIBUTION PERCENTAGEXX% PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE20%30% 5%10%15%10%5% 5% 203430 1" = 1000' 4%7%10% 2% 1% 10% 1% 1% 4% 1%7%2% 5%1% 4% 1% 10% 4% 10%5% 20% 20% 20% 20% 20% 20% 60% 5% 6% 5% 60% 6% 10% 30% 20% 20%10%30% 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgPHASE 2 TRIP DISTRIBUTION FIGURE 6 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND TRIP DISTRIBUTION PERCENTAGEXX% PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE20%30% 5%10%15%10%5% 5% 203430 1" = 1000' 3%7%8% 2% 2% 13% 1% 2% 3% 1%7%2% 7%5%1% 4% 1% 10% 4% 2% 10%5% 7% 8% 5% 21% 3% 6% 5% 15% 5% 15%21% 13% 13% 21% 3% 10%5%1% 2% 2% 1% 6% 2% 20% 6%2% 5%5% 10% 20% 1% 15% 5% 1%5%15% 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwg2027 BACKGROUND PROJECT - TRAFFIC ASSIGNMENT FIGURE 7 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC 20 PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE110 170 20 50806030 203430 1" = 1000' 1 (1) 2 (2) 3 (2) 1 (1) 1 (0) 1 (3) 1(0) 1(0) 1(1) (0)(2)(1) 0 1 0 2 (1) 1 (0) 1 (1) 0 (0) 3(2) 1(1) (3)(2) 1 1 7 (4) 2(7) 7 (4) 2(7) 7 (4) 2(7) 6 (20) 1 (2) 2(1) 2(1) 20(13) (2) 1 1 (3) 3 (10) 2(7) (4)(2)(7) 7 3 10 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwg2027 PHASE 1 - TRAFFIC ASSIGNMENT FIGURE 8 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC 20 PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE80 120 20 50704020 203430 1" = 1000' 1 (1) 2 (1) 2 (2) 1 (0) 0 (0) 1 (3) 0(0) 0(0) 0(1) (2)(1) 1 0 1 (1) 0 (1) 2(2) 1(1) (3)(1) 1 1 5 (3) 1(5) 5 (3) 1(5) 5 (3) 1(5) 4 (16) 1 (1) 1(1) 1(1) 14(9) (2) 1 1 (3) 2 (8) 1(5) (3)(2)(4) 5 2 7 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION (0) 0 0 (0) 0 (0) M:\203430\Traffic Impact Study\TIS Figures.dwg2027 MAY FLY DEVELOPMENT - TRAFFIC ASSIGNMENT FIGURE 9 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC 20 PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE70 110 20 30503020 203430 1" = 1000' 1 (1) 1 (1) 2 (1) 0 (0) 0 (0) 1 (2) 0(0) 0(0) 0(1) (2)(0) 1 0 1 (1) 1 (1) 2(1) 1(1) (2)(1) 1 1 4 (3) 1(4) 4 (3) 1(4) 4 (3) 1(4) 4 (13) 0 (1) 1(1) 1(1) 13(8) (1) 1 1 (2) 2 (7) 1(4) (3)(1)(4) 4 2 7 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION (0) 0 0 (0) 0 (0) M:\203430\Traffic Impact Study\TIS Figures.dwg2042 PHASE 2 - TRAFFIC ASSIGNMENT FIGURE 10 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC PROJECT LOCATION HUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE203430 1" = 1000' 700 COTTONWOOD ROAD2,360 3,540 590 1,1801,7701,180590 14 (13) 33 (31) 38 (35) 9 (9) 9 (9) 26 (96) 5(4) 4(15) 6(22) (7)(52)(15) 2 14 4 14 (52) 24 (22) 5 (4) 8 (30) 2 (7) 47(44) 19(18) 9(9) (74)(37) 20 10 14 (52) 38 (35) 10(37) 99(92) (13) 14 12 (44) 24 (22) 30(111) 10(37) (66)(92) 71 99 26 (96) 26 (96) 99(92) (13) 14 20 (74) 10 (37) 5 (4) 4 (15) 4 (15) 2 (7) 28(26) 9(9) 94(88) (44)(9) 12 9 10 (37) 10 (37) 20 (74) 40 (148) 2(4) 71(66) 24(22) (7)(22)(66) 2 24 71 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 0 · Pedestrians & Bicyclists Sidewalk extensions and connections to existing sidewalk within the Urban + Farm Commercial Subdivision are proposed with this development. Additional considerations for marked crossings, supplemental signage, traffic calming, or other measures may be necessary in the future. · Transit Service No improvements are proposed with the Urban + Farm Commercial Subdivision for transit services. Despite the existence of a transit route and stops in the study area, project traffic is not anticipated to affect the Streamline transit route. · Non-Site Traffic - Method of Projection To correctly show the impacts from the generated traffic from the development it is required to estimate non-site traffic growth during the same time period in the same horizon. There are three primary ways to typically estimate growth of non-site generated traffic, including the build- up method, the use of transportation plans or models, and the trends or growth rate method. The build-up method accounts for traffic growth from approved or developments about to be approved in the proposed study area. Transportation plans or models provide an estimate of volumes for around 20 years in the future. The models usually provide average weekday traffic that converts to peak hour volumes. The conversion can; however, result in conditions that due not match conditions actually seen on the site. The trends or growth method evaluates the historic traffic growth within a proposed study area. The assumption from this method is that the historic growth rate will be the same and have the same future growth on the transportation system. - Estimated Volumes This study evaluates estimated traffic projections for the anticipated 2027 and 2042 buildout years for the proposed Urban + Farm Commercial Subdivision. Estimated background traffic volumes for the 2027 and 2042 development horizons were established by applying the trends or growth rate method. Estimated average annual growth rates (AAGR) were applied to current daily traffic at the study area intersections for 5 (2027) and 20 (2042) year traffic projections. The 1-year AAGR percentages was determined to be 2.23%, from data for the moderate growth projection from the Greater U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 1 Bozeman Area Transportation Plan. However, growth on Huffine Lane will meet roadway capacity by the 2027 development horizon. Growth on Huffine Lane is determined to meet capacity for a 4-lane divided two-way left turn lane roadway per the standards laid out in the Bozeman Transportation Master Plan. The project growth for Huffine Lane will extend to this capacity and is shown in the resulting background traffic volume figures. Estimated 2027 and 2042 background traffic volumes are shown in Figure 11 and Figure 13. · Total Traffic Estimated traffic from the Urban + Farm Commercial Subdivision was combined with the estimated 2027 and 2042 background traffic volumes to establish the estimated 2027 and 2042 total traffic volumes that were used in the impact analyses. Those volumes are shown in Figure 12 and Figure 14. TRANSPORTATION ANALYSES · Methodologies The assumptions used and methodologies used in the impact analyses for the proposed Urban + Farm Commercial Subdivision are shown in this section. It is based on the ITE’s Recommended Practices for Transportation Impact Analysis for Site Development. The analyses are used to determine if the project conforms with Gallatin County and Montana Department of Transportation policies and evaluate whether the proposed site development’s impacts are noticeable to the average driver in the study area. - Study Scenarios The following scenarios are presented in this study:  2021 Existing Conditions  Estimate 2027 Background Traffic  Estimated 2027 Total Traffic  Estimated 2042 Background Traffic  Estimated 2042 Total Traffic  Recommended Improvements - Analysis Methodologies The operational conditions of a traffic system are typically described as “level of service”. Level of service (LOS) is a performance measure used to evaluate the effects that include travel speed, volumes, roadway capacity, intersection capacity, delay in travel time, and traffic interruptions. Conditions are displayed as LOS A through LOS F, which represents the best and worst operating conditions. M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2027 BACKGROUND TRAFFIC FIGURE 11 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE203430 1" = 1000' 31,600 167 (175) 285 (210) 89 (96) 70 (213) 817 (1216) 74 (134) 286(243) 989(1184) 142(124) (203)(197)(130) 264 221 236 51 (71) 213 (544) 47 (66) 11 (46) 4 (10) 46 (50) 6(9) 8(8) 65(66) (10)(374)(36) 15 421 35 1238 (1569) 1426(1590) 16 (26) 189 (487) 26 (74) 30 (98) 7 (32) 66 (46) 41(59) 25(26) 38(20) (58)(352)(50) 32 421 31 1 (0) 9 (2) 13 (49) 2 (6) 47(31) 0(2) 800 29,700 3,300 9,40011,0002,200 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2027 TOTAL TRAFFIC FIGURE 12 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC PROJECT LOCATION HUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE203430 1" = 1000' 860 COTTONWOOD ROAD31,860 30,100 3,360 9,53011,2001302,270 4 (3) 5 (4) 16 (7) 2 (1) 14 (49) 5 (14) 1(0) 48(31) 1(5) (0)(6)(2) 0 3 0 16 (26) 193 (490) 27 (74) 9 (35) 66 (46) 48(64) 28(29) 38(20) (64)(356) 35 424 1254(1579) 1430(1606) 65 (120) 213 (544) 47 (66) 11 (46) 6 (14) 46 (50) 10(12) 12(11) 112(96) (15)(36) 18 35 167 (175) 288 (218) 77 (238) 817 (1216) 290(259) 989(1184) 142(124) (213)(203)(145) 280 228 260 (50) 31 30 (98) 74 (134) 89 (96) (374) 421 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION 1254(1579) 1430(1606) 1254(1579) 1430(1606) M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2042 BACKGROUND TRAFFIC FIGURE 13 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE203430 1" = 1000' 31,850 72 (101) 201 (667) 66 (93) 16 (65) 6 (14) 65 (71) 8(13) 11(11) 91(93) (14)(428)(50) 20 494 49 22 (36) 166 (587) 36 (104) 43 (139) 9 (46) 93 (65) 58(84) 35(36) 54(28) (82)(396)(71) 46 494 44 2 (0) 13 (3) 19 (69) 3 (8) 66(44) 0(3) 1,200 29,700 4,600 9,40013,6003,0002,000100 (100) (100) 100 (50)(50) 50 50 50 (50) 50(50) 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION 167 (175) 285 (210) 89 (96) 70 (213) 817 (1216) 74 (134) 286(243) 989(1184) 142(124) (203)(197)(130) 264 221 236 1204(1529) 1380(1556) M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2042 TOTAL TRAFFIC FIGURE 14 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC PROJECT LOCATION HUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE203430 1" = 1000' 1,900 COTTONWOOD ROAD34,210 33,240 5,190 10,58015,3703,1803,590 16 (13) 133 (131) 51 (38) 9 (9) 28 (78) 29 (104) 5(4) 70(59) 6(25) (7)(152)(15) 2 114 4 36 (88) 190 (609) 41 (108) 17 (76) 95 (72) 105(128) 44(54) 63(37) (156)(433) 66 504 14 (52) 1290(1645) 10(37) 1529(1698) (13) 14 62 (94) 1228(1551) 80(161) 1390(1593) (116)(142) 121 149 26 (96) 1304(1697) (13) 14 92 (175) 211 (704) 71 (97) 20 (80) 10 (29) 67 (78) 36(39) 20(20) 185(181) (58)(59) 32 58 177 (212) 295 (247) 90 (287) 857 (1364) 288(247) 1060(1250) 166(146) (210)(219)(196) 266 245 307 (71) 44 43 (139) (428) 494 74 (134) 89 (96) 1529(1698) 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 2 Control delay is how level of service is determined for intersections. Control delay is the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total time includes the time required to clear the queue, including deceleration of vehicles from the free flow speed to the speed of vehicles in the queue. · Traffic Operations - Capacity & Level of Service Analyses Capacity and level of service analyses was done for all the study area intersections for 2021 current daily traffic volumes (shown in Figure 4), estimated background traffic volumes (shown in Figure 11 and Figure 13), estimated total traffic volumes (shown in Figure 12 and Figure 14), and recommend improvements. Analyses were performed using the current geometry and control at each of the study area intersections (except for the recommendations) to determine the level of service. The analyses are summarized in the following figures and detailed results are included in Appendix F.  Figure 15: Traffic Operations Summary for 2021 Existing Conditions  Figure 16: Traffic Operations Summary for 2027 Background Traffic  Figure 17: Traffic Operations Summary for 2027 Total Traffic  Figure 18: Traffic Operations Summary for 2042 Background Traffic  Figure 19: Traffic Operations Summary for 2042 Total Traffic  Figure 20: Traffic Operations Summary for Recommended Improvements – Full Buildout · Traffic Signal Warrant Analyses Traffic signal warrant analyses were performed in accordance with the Manual on Uniform Traffic Control Devices, 2009 Edition with Revision Numbers 1 and 2 incorporated, dated May 2012 (MUTCD) and the MDT Traffic Engineering Manual, dated August 2009. There are nine warrants establishing the minimum criteria for an intersection needing traffic signal control. The nine signal warrants are as follows in the MUTCD:  Warrant #1: Eight-Hour Vehicular Volume  Warrant #2: Four-Hour Vehicular Volume  Warrant #3: Peak Hour  Warrant #4: Pedestrian Volume  Warrant #5: School Crossing  Warrant #6: Coordinated Signal System  Warrant #7: Crash Experience  Warrant #8: Roadway Network  Warrant #9: Intersection Near a Grade Crossing M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2021 EXISTING CONDITIONS FIGURE 15 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR APPROACH LOS WEEKDAY PM PEAK HOUR APPROACH LOS A A PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE203430 1" = 1000' BB A A B C A A BB D D B B D D DD A A D D A A AA A A A A 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2027 BACKGROUND TRAFFIC FIGURE 16 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR APPROACH LOS WEEKDAY PM PEAK HOUR APPROACH LOS A A PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADELDORADO AVE203430 1" = 1000'LAUREL PKWYBB A A B C A A DD A A D D A A AA A A A A BB D D C B D D 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2027 TOTAL TRAFFIC FIGURE 17 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR APPROACH LOS WEEKDAY PM PEAK HOUR APPROACH LOS A A 203430 1" = 1000' PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADELDORADO AVELAUREL PKWYBC A A C C A A DD A A D D A A AA A A A A BB D D C C D D A A 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2042 BACKGROUND TRAFFIC FIGURE 18 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR APPROACH LOS WEEKDAY PM PEAK HOUR APPROACH LOS A A 203430 1" = 1000' PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADELDORADO AVELAUREL PKWYBC A A C E A B DD A A D D A A AA A A A A BB D D C B D D 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2042 TOTAL TRAFFIC FIGURE 19 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR APPROACH LOS WEEKDAY PM PEAK HOUR APPROACH LOS A A 203430 1" = 1000' PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADELDORADO AVELAUREL PKWYCF A A D F A B DC A B D D A B AA B C A A BC D D C C E D AA A B D D BC A A C C B C AA A A C C 0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR RECOMMENDED IMPROVEMENTS - FULL BUILDOUT FIGURE 20 JOB NUMBER : SHEET : SCALE : 1 OF 1 DATE : W E B : w w w . h y a l i t e e n g . c o m 2304 NORTH 7TH AVENUE STE. L B O Z E M A N , M T 5 9 7 1 8 P H O N E : ( 4 0 6) 5 8 7 - 2 7 8 1 F A X : ( 4 0 6 ) 5 2 2 - 9 2 2 5 LEGEND WEEKDAY AM PEAK HOUR APPROACH LOS WEEKDAY PM PEAK HOUR APPROACH LOS A A 203430 1" = 1000' PROJECT LOCATION COTTONWOOD ROADHUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADELDORADO AVELAUREL PKWY0 1000'2000' NOV 2022URBAN + FARM COMMERCIAL SUBDIVISION DD A B C C A B AA B C A A BC D D B B D D AA A B D D BC A A C C B C AA A A C C DC A B D D A B U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 3 HCS7 Software for MUTCD Signal Warrants was used to perform the analysis for the intersection. The traffic volumes counted for the intersection, as well as other applicable information was entered into the program and the resulting report is included in Appendix G. - Fallon Street & Cottonwood Road Warrant #1: Eight-Hour Vehicular Volume Where there is a large volume of intersecting traffic or where traffic on the major street is so heavy that the traffic on the minor street experiences major delays, warrant #1 is used to consider the installation of a traffic control signal. Condition A applies in the case of large intersecting traffic and Condition B applies in the case of major delays in the minor street. If one of these conditions is met, then the criteria for Warrant #1 is satisfied. Results are shown in the HCS7 Report in Appendix G. Warrant #2: Four-Hour Vehicular Volume Where the volume of intersecting traffic is the main reason to consider installing a traffic control signal, warrant #2 is applied. Results are shown in the HCS7 Report in Appendix G. Warrant #3: Peak Hour Warrant #3 is used at a location where traffic for the minor street suffers delay during a minimum of one (1) hour of an average day. Also, the warrant is only applied in unusual cases. These include office complexes, manufacturing, industrial complexes, or high-occupancy vehicle facilities that discharge or attract large amounts of vehicles over a short period of time. Urban + Farm Commercial Subdivision is not one of these unusual cases and therefore the warrant does not qualify. Warrant #4: Pedestrian Volume Where the traffic volume on a major street is so large that pedestrians experience large delays, warrant #4 is applied. Pedestrian counts were low at the intersection of Fallon Street and Cottonwood Road and the intersection is not currently designed to account for pedestrian traffic crossing the major roadway. This warrant does not apply to this intersection; however, the installation of a traffic signal will improve pedestrian traffic at this intersection. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 4 Warrant #5: School Crossing Where children crossing the major street near a school is the main reason to consider installing a traffic control signal, warrant #5 is applied. There are no school crossings at the intersection and there isn’t one currently proposed for the Urban + Farm Commercial Subdivision. Therefore, warrant #5 was not included in this warrant analyses. Warrant #6: Coordinated Signal System Warrant #6 is applied when a traffic signal is needed to promote the progressive movement of traffic and maintain platooning of traffic in a coordinated traffic signal system. This warrant cannot be applied where the spacing of signals is less than 1,000 feet. Warrant #6 is not appropriate for this evaluation due to the traffic volumes observed at the study intersection. Warrant #7: Crash Experience Warrant #7 is applied where the frequency and severity of vehicle crashes is the main reason to consider installing a traffic signal. Crash experience at or near this intersection was discussed earlier in this report and is not deemed to be a major concern for this intersection. Warrant #8: Roadway Network When a traffic control signal is needed to concentrate and organize traffic flow on the roadway network, warrant #8 is applied. This warrant is used where two or more major routes intersect. The intersection does not qualify as Fallon Street is not a major route. Warrant #8 was not evaluated in this warrant analysis. Warrant #9: Intersection Near a Grade Crossing Warrant #9 is used at a location where the proximity to the intersection of a grade crossing on an approach controlled by a STOP or YIELD sign is the main reason to install a traffic control signal. There is not a grade crossing withing the study intersection. Therefore, warrant #9 was not included in this warrant analysis. - Huffine Lane & Laurel Parkway A Traffic Signal Warrant Analyses (Norton East Ranch Commercial Area Traffic Impact/Signal Warrant Study) was performed in January 2021 for the future intersection of Huffine Lane and Laurel Parkway. The Signal Warrant Analyses concluded that a signal would be warranted shortly after initial construction. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 5 FINDINGS · 2021 Existing Conditions - Traffic Operations Traffic Operations Summary for 2021 Existing Conditions Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM EB /WB/NB A/A/A Laurel Parkway & Babcock Street PM EB /WB/NB A/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/D Babcock Street & Cottonwood Road PM NB/SB/WB/EB A/A/D/D Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/B/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/A/C/B Huffine Lane & Cottonwood Road AM NB/SB/WB/EB D/D/B/B Huffine Lane & Cottonwood Road PM NB/SB/WB/EB D/D/B/B Laurel Parkway & Babcock Street – Operates within acceptable levels of service. Babcock Street & Cottonwood Road – All eastbound and westbound movements for both AM and PM peak hours operate at a level of service D. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – Operates within acceptable levels of service. Huffine Lane & Cottonwood Road – All southbound and northbound movements for both AM and PM peak hours operate at a level of service D. Eastbound and westbound movements operate within acceptable levels of service. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 6 · 2027 Background Traffic - Traffic Operations Traffic Operations Summary for 2027 Background Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM EB /WB/NB A/A/A Laurel Parkway & Babcock Street PM EB /WB/NB A/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/D Babcock Street & Cottonwood Road PM NB/SB/WB/EB A/A/D/D Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/B/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/A/C/B Huffine Lane & Cottonwood Road AM NB/SB/WB/EB D/D/C/B Huffine Lane & Cottonwood Road PM NB/SB/WB/EB D/D/B/B Laurel Parkway & Babcock Street – Operates within acceptable levels of service. Babcock Street & Cottonwood Road – All eastbound and westbound movements for both AM and PM peak hours operate at a level of service D. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – Operates within acceptable levels of service. Huffine Lane & Cottonwood Road – All southbound and northbound movements for both AM and PM peak hours operate at a level of service D. Eastbound and westbound movements operate within acceptable levels of service. · 2027 Total Traffic - Traffic Operations Traffic Operations Summary for 2027 Total Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB A/A/A/A Laurel Parkway & Babcock Street PM NB/SB/WB/EB A/A/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/D Babcock Street & Cottonwood Road PM NB/SB/WB/EB A/A/D/D Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/C/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/A/C/C Huffine Lane & Cottonwood Road AM NB/SB/WB/EB D/D/C/B Huffine Lane & Cottonwood Road PM NB/SB/WB/EB D/D/C/B U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 7 Laurel Parkway & Babcock Street – Operates within acceptable levels of service. Babcock Street & Cottonwood Road – All eastbound and westbound movements for both AM and PM peak hours operate at a level of service D. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – Operates within acceptable levels of service, except for westbound PM traffic that operates at a LOS D. Huffine Lane & Cottonwood Road – All southbound and northbound movements for both AM and PM peak hours operate at a level of service D. Eastbound and westbound movements operate within acceptable levels of service. · 2042 Background Traffic - Traffic Operations Traffic Operations Summary for 2042 Background Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM EB /WB/NB A/A/A Laurel Parkway & Babcock Street PM EB /WB/NB A/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/D Babcock Street & Cottonwood Road PM NB/SB/WB/EB A/A/D/D Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/C/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/B/E/C Huffine Lane & Cottonwood Road AM NB/SB/WB/EB D/D/C/B Huffine Lane & Cottonwood Road PM NB/SB/WB/EB D/D/B/B Laurel Parkway & Babcock Street – Operates within acceptable levels of service. Babcock Street & Cottonwood Road – All eastbound and westbound movements for both AM and PM peak hours operate at a level of service D. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – Operates within acceptable levels of service, except for the westbound PM traffic movement that operates at a level of service E. Huffine Lane & Cottonwood Road – All southbound and northbound movements for both AM and PM peak hours operate at a level of service D. Eastbound and westbound movements operate within acceptable levels of service. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 8 · 2042 Total Traffic - Traffic Operations Laurel Parkway & Babcock Street – Operates within acceptable levels of service. Babcock Street & Cottonwood Road – All eastbound and westbound movements for both AM and PM peak hours operate at a level of service D, except for eastbound PM which operates at a LOS C. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – All northbound and southbound movements operate within acceptable levels of service. Eastbound PM and westbound PM drops to a LOS F and westbound AM drops to a LOS D, all remaining movements operate at an acceptable LOS. Huffine Lane & Cottonwood Road – All PM movements operate at a level of service D, except for westbound and eastbound which operates at a LOS C. Westbound AM operates at a LOS C and eastbound AM movements operate at a LOS B, northbound AM operates at a LOS D, and southbound AM traffic operates at a LOS E. Huffine Lane & Access Road A - Operates within acceptable levels of service. Huffine Lane & Water Lily Drive - Operates within acceptable levels of service. Huffine Lane & Laurel Parkway - Southbound traffic operates at a LOS D. All eastbound and westbound movements operate within acceptable levels of service. Traffic Operations Summary for 2042 Total Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB B/B/A/A Laurel Parkway & Babcock Street PM NB/SB/WB/EB C/C/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/D Babcock Street & Cottonwood Road PM NB/SB/WB/EB B/B/D/C Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/C Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/B/F/F Huffine Lane & Cottonwood Road AM NB/SB/WB/EB D/E/C/B Huffine Lane & Cottonwood Road PM NB/SB/WB/EB D/D/C/C Road A & Huffine Lane AM SB/WB/EB C/A/A Road A & Huffine Lane PM SB/WB/EB C/A/A Water Lily Drive & Huffine Lane AM SB/WB/EB C/A/B Water Lily Drive & Huffine Lane PM SB/WB/EB C/A/C Laurel Parkway & Huffine Lane AM SB/WB/EB D/A/A Laurel Parkway & Huffine Lane PM SB/WB/EB D/B/A U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 1 9 · Recommended Improvements – Full Buildout The recommended improvements are for the full buildout of the Urban + Farm Commercial Subdivision for the 2042 development horizon. Improvements to the study intersections should be implemented as they are required to maintain an acceptable level of service and to maintain the safety of the transportation system as a whole. - Traffic Signal Warrant Analyses A traffic signal will be warranted at the intersection of Fallon Street and Cottonwood Road. The signal will be required by the 2027 development horizon, with phase 1, the May Fly development and background project traffic being added to the traffic system. The results of the warrant study can be found in Appendix G. - Traffic Operations Traffic Operations Summary for Recommended Improvements Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB B/B/A/A Laurel Parkway & Babcock Street PM NB/SB/WB/EB C/C/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/A/D/D Babcock Street & Cottonwood Road PM NB/SB/WB/EB A/A/D/C Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/C/D Fallon Street & Cottonwood Road PM NB/SB/WB/EB B/B/C/D Huffine Lane & Cottonwood Road AM NB/SB/WB/EB D/D/B/B Huffine Lane & Cottonwood Road PM NB/SB/WB/EB D/D/B/C Road A & Huffine Lane AM SB/WB/EB C/A/A Road A & Huffine Lane PM SB/WB/EB C/A/A Water Lily Drive & Huffine Lane AM SB/WB/EB C/A/B Water Lily Drive & Huffine Lane PM SB/WB/EB C/A/C Laurel Parkway & Huffine Lane AM SB/WB/EB D/A/A Laurel Parkway & Huffine Lane PM SB/WB/EB D/B/A Laurel Parkway & Babcock Street – Operates within acceptable levels of service. Babcock Street & Cottonwood Road – All eastbound and westbound movements for both AM and PM peak hours operate at a level of service D, except for eastbound PM which operates at a LOS C. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – All movements operate within acceptable levels of service, except for eastbound movements that operate at a LOS D. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 2 0 Huffine Lane & Cottonwood Road – All northbound and southbound movements operate at a LOS of D. All westbound and eastbound movements operate within acceptable levels of service. Huffine Lane & Access Road A - Operates within acceptable levels of service. Huffine Lane & Water Lily Drive - Operates within acceptable levels of service. Huffine Lane & Laurel Parkway - Southbound traffic operates at a LOS D. All eastbound and westbound movements operate within acceptable levels of service. · Pedestrians & Bicyclists Within the study area, facilities are available for pedestrians and bicyclists. Sidewalks are available throughout the development. Existing sidewalks will provide connectivity to the proposed development. · Transit Service No specific improvements are proposed with the Urban + Farm Commercial Subdivision for transit service. There are currently two direct transit stops in the area of the proposed subdivision; however, the stops will not be affected by project traffic. The transit route can continue to operate as it does today and no improvements are necessary. · Compliance with Applicable Local Codes Any improvements done with the proposed Urban + Farm Commercial Subdivision must be installed in accordance with Gallatin County design standards, as well as the American Association of State Highway and Transportation Officials guidelines. These guidelines can be found in the most current edition of A Policy on Geometric Design of Highways and Streets, 2018 7th Edition. CONCLUSIONS & RECOMMENDATIONS · Study Area Intersections - Analysis of trip generation estimates and traffic operations show that the Urban + Farm Commercial Subdivision will impact the traffic system in the area. Based on the analyses, the following are recommended: Laurel Parkway & Babcock Street – The intersection can continue to operate as a two-way stop-controlled intersection. Once Laurel Parkway is extended to the north, it can match the existing intersection geometry with a southbound left turn lane and a southbound through/right lane. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 2 1 Babcock Street & Cottonwood Road – No improvements are required for this intersection. The intersection can continue to operate as it does today with no traffic mitigation. Fallon Street & Cottonwood Road – A traffic signal will be required at this intersection to account for future traffic growth and project traffic added to the traffic system. The geometry of the intersection for northbound and southbound traffic can remain the same, with a small 50’ left turn lane being added to westbound and eastbound traffic. The signal should be actuated with a cycle length of 90 seconds. The amount of traffic that will be added from each development area to the 2042 total traffic has also been calculated to show the proportionate share added to the intersection. Background project traffic accounts for 2% of the total traffic at the intersection. Phase 1 and the May Fly development each account for 1.5% of the total traffic at the intersection in 2042. Finally, Phase 2 traffic will account for 12% of the total traffic that will be seen at the intersection in 2042. Huffine Lane & Cottonwood Road – Due to the increase in traffic volumes at the existing traffic signal, the northbound left storage length needs to increase to 200’ to account for the larger queue lengths for peak hour traffic. It is also recommended that an additional left turn lane be added for southbound traffic and a right turn lane be added for westbound traffic. Huffine Lane & Access Road A – This new intersection should be installed as a right in/right out intersection with limited access to Huffine Lane. Huffine Lane & Water Lily Drive – This new intersection should be installed to allow for ¾ movement on and off of Huffine Lane. This will allow for left turning movements off of Huffine Lane and right turns onto Huffine Lane. Huffine Lane & Laurel Parkway – This new intersection will be a T- intersection with a new traffic signal. A left turn lane on Huffine lane with a storge length of 350’ will allow for movements off of Huffine lane. Southbound traffic will require a 250’ left turn lane with a right turn lane onto Huffine Lane. The signal should be designed as an actuated traffic signal with a cycle length of 90 seconds. Interior Intersections – The only collector roadway that runs through the interior of the project area is Laurel Parkway. Roads that intersect with Laurel Parkway should have two-way stop controlled, with Laurel Parkway being the major roadway in the intersection. All other intersections will not require stop-control or require any special geometric needs. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 2 2 · Site Accessibility - All roadways should be installed in accordance with Gallatin County design standards. - Roadways should be designed for the vehicles that will use the roads in the study area. These include emergency, solid waste, and school bus vehicles. - Per the American Association of State Highway and Transportation Officials (AASHTO) standards, adequate sight distance must be preserved at all driveways, intersections, and crosswalks. This is for driver, pedestrian, and bicyclist safety. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 R E F E R E N C E S REFERENCES 1. American Association of State Highway and Transportation Officials. (August 2012). A Policy on Geometric Design of Highways and Streets, 2018 7th Edition. Washington, DC: Author. 2. Gallatin County. (February 14, 2014). Gallatin County Subdivision Regulations. Bozeman, MT: Author. 3. Institute of Transportation Engineers. (2005). Transportation Impact Analyses for Site Development: An ITE Proposed Recommended Practice. Washington, DC: Author. 4. Institute of Transportation Engineers. (September 2017). Trip Generation, 10th Edition. Washington, DC: Author. 5. Institute of Transportation Engineers. (September 2017). Trip Generation Handbook, 3rd Edition. Washington, DC: Author. 6. Montana Department of Transportation. (August 2009). Montana Traffic Engineering Manual. Helena, MT: Author. 7. Transportation Research Board. (2016). Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis. Washington, DC: Author. 8. United States Department of Transportation – Federal Highway Administration. (May 2012). Manual on Uniform Traffic Control Devices for Streets and Highways, 2009 Edition with Revision Numbers 1 and 2. Washington DC: Author. 9. Robert Peccia & Associates and Alta Planning & Design. (2007). Greater Bozeman Area Transportation Plan. Bozeman, MT: City of Bozeman. 10. Abelin Traffic Services. (January 2021). Norton East Ranch Commercial Area Traffic Impact/Study Warrant Study. Bozeman, MT: Author. 11. Robert Peccia & Associates and Alta Planning & Design. (2017). Bozeman Transportation Master Plan. Bozeman, MT: City of Bozeman. U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX A WEEKDAY TRAFFIC COUNT DATA Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.88 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 7:30 AM 0 9 6 10 0 25 0 14 2 5 0 21 0 3 35 9 1 48 0 9 83 9 0 101 195 7:45 AM 0 12 8 13 1 34 0 21 1 7 1 30 0 4 50 2 2 58 0 10 84 9 2 105 227 8:00 AM 0 7 4 7 1 19 0 15 1 6 1 23 0 3 36 7 1 47 0 5 85 6 1 97 186 8:15 AM 0 9 4 4 1 18 0 9 2 9 1 21 0 4 48 5 1 58 0 4 85 5 1 95 192 Total 0 37 22 34 3 96 0 59 6 27 3 95 0 14 169 23 5 211 0 28 337 29 4 398 800 Apprch % 0.0% 38.5% 22.9% 35.4% 3.1% 0.0% 62.1% 6.3% 28.4% 3.2% 0.0% 6.6% 80.1% 10.9% 2.4% 0.0% 7.0% 84.7% 7.3% 1.0% Total % 0.0% 4.6% 2.8% 4.3% 0.4% 12.0% 0.0% 7.4% 0.8% 3.4% 0.4% 11.9% 0.0% 1.8% 21.1% 2.9% 0.6% 26.4% 0.0% 3.5% 42.1% 3.6% 0.5% 49.8% Heavy % 0.0% 2.6% 1.4% 2.7% 0.0% 1.5% 3.6% 3.8% 0.0% 0.0% 1.4%5.1% 0.0% 2.8% 0.5% 2.5% 1.7% Out 233 Right Thru Left U-Turn 29 337 28 0 U-Turn 0 27 Right Left 37 6 Thru Thru 22 59 Left Right 34 0 U-Turn 0 14 169 23 U-Turn Left Thru Right 430 Out Count Location: Count Date: Count Time Period: Peak Hour Factor:0.94 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 5:00 PM 0 12 4 5 2 23 0 11 10 20 0 41 0 5 118 19 1 143 1 14 88 11 1 115 322 5:15 PM 0 11 6 4 0 21 0 8 6 27 1 42 1 8 106 17 2 134 0 12 77 16 1 106 303 5:30 PM 0 20 6 5 2 33 0 9 6 24 0 39 1 6 99 15 2 123 0 12 74 11 1 98 293 5:45 PM 0 10 7 4 1 22 0 13 7 17 0 37 0 4 113 15 1 133 0 7 76 14 1 98 290 Total 0 53 23 18 5 99 0 41 29 88 1 159 2 23 436 66 6 533 1 45 315 52 4 417 1,208 Apprch % 0.0% 53.5% 23.2% 18.2% 5.1% 0.0% 25.8% 18.2% 55.3% 0.6% 0.4% 4.3% 81.8% 12.4% 1.1% 0.2% 10.8% 75.5% 12.5% 1.0% Total % 0.0% 4.4% 1.9% 1.5% 0.4% 8.2% 0.0% 3.4% 2.4% 7.3% 0.1%13.2% 0.2% 1.9% 36.1% 5.5% 0.5% 44.1% 0.1% 3.7% 26.1% 4.3% 0.3% 34.5% Heavy % 0.0% 0.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.7% 0.0% 0.0% 0.2%0.0% 0.0% 0.7% 0.9% 0.6% 0.9% Out 578 Right Thru Left U-Turn 52 315 45 1 U-Turn 0 88 Right Left 53 29 Thru Thru 23 41 Left Right 18 0 U-Turn 2 23 436 66 U-Turn Left Thru Right 376 Out Cottonwood Road In 94 158 In1,192 527 Cottonwood Road Babcock StreetIn Babcock Street413 Out 104 134 Out TOTAL ENTERING VEHICLES In Southbound Cottonwood Road Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Cottonwood Road Cottonwood Road Weekday, PM Peak Period 206 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 785 Babcock Street & Cottonwood Road Tuesday, August 24 & Wednesday, August 25 Northbound Eastbound Westbound Northbound Southbound 394 In Babcock StreetBabcock StreetCottonwood Road 93In Out 49 92 In 73 Babcock Street & Cottonwood Road Tuesday, August 24 & Wednesday, August 25 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Cottonwood Road Cottonwood Road Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.87 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 7:30 AM 0 0 12 0 0 12 0 2 2 0 0 4 0 1 0 2 1 4 0 0 0 0 0 0 20 7:45 AM 0 0 10 0 0 10 0 0 2 0 0 2 0 0 0 2 4 6 0 0 0 0 0 0 18 8:00 AM 0 0 14 0 0 14 0 0 3 0 0 3 0 0 0 2 2 4 0 0 0 0 0 0 21 8:15 AM 0 0 6 0 0 6 0 0 5 0 0 5 0 0 0 2 1 3 0 0 0 0 0 0 14 Total 0 0 42 0 0 42 0 2 12 0 0 14 0 1 0 8 8 17 0 0 0 0 0 0 73 Apprch % 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 14.3% 85.7% 0.0% 0.0% 0.0% 5.9% 0.0% 47.1% 47.1% 0.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 0.0% 57.5% 0.0% 0.0% 57.5% 0.0% 2.7% 16.4% 0.0% 0.0% 19.2% 0.0% 1.4% 0.0% 11.0% 11.0% 23.3% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% Heavy % 0.0% 0.0% 2.3% 0.0% 0.0% 22.2% 6.3% 0.0% 0.0% 0.0% 0.0% 15.0% 0.0% 0.0% 0.0% 0.0% 6.1% Out 0 Right Thru Left U-Turn 0 0 0 0 U-Turn 0 0 Right Left 0 12 Thru Thru 42 2 Left Right 0 0 U-Turn 0 1 0 8 U-Turn Left Thru Right 2 Out Count Location: Count Date: Count Time Period: Peak Hour Factor:0.83 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 4:45 PM 0 0 6 0 0 6 0 2 9 0 0 11 0 0 0 1 0 1 0 0 0 0 0 0 18 5:00 PM 0 0 4 1 0 5 0 1 12 0 0 13 0 0 0 0 0 0 0 0 0 0 0 0 18 5:15 PM 0 0 7 0 0 7 0 1 13 0 0 14 0 0 0 0 1 1 0 0 0 0 0 0 22 5:30 PM 0 0 11 1 0 12 0 1 10 0 0 11 0 0 0 1 1 2 0 0 0 0 0 0 25 Total 0 0 28 2 0 30 0 5 44 0 0 49 0 0 0 2 2 4 0 0 0 0 0 0 83 Apprch % 0.0% 0.0% 93.3% 6.7% 0.0% 0.0% 10.2% 89.8% 0.0% 0.0%0.0% 0.0% 0.0% 50.0% 50.0% 0.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 0.0% 33.7% 2.4% 0.0% 36.1% 0.0% 6.0% 53.0% 0.0% 0.0% 59.0% 0.0% 0.0% 0.0% 2.4% 2.4% 4.8% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 9.1% 0.0% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 1.6% Out 0 Right Thru Left U-Turn 0 0 0 0 U-Turn 0 0 Right Left 0 44 Thru Thru 28 5 Left Right 2 0 U-Turn 0 0 0 2 U-Turn Left Thru Right 7 Out Babcock Street & Laurel Parkway Wednesday, September 8 & Thursday, September 9 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Laurel Parkway Laurel Parkway Eastbound Westbound Northbound Southbound 0 In Babcock StreetBabcock StreetLaurel Parkway 42In Out 13 14 In 50 9 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 65 Babcock Street & Laurel Parkway Tuesday, September 7 & Wednesday, September 8 Northbound Southbound Laurel Parkway Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Laurel Parkway Laurel Parkway Weekday, PM Peak Period Laurel Parkway Babcock StreetIn Babcock Street0 Out 44 30 Out TOTAL ENTERING VEHICLES In Laurel Parkway In 30 49 In81 2 Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.89 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 7:45 AM 0 1 2 18 2 23 0 11 1 3 1 16 0 14 51 11 0 76 0 8 108 3 1 120 235 8:00 AM 0 1 2 15 0 18 0 10 1 2 1 14 1 9 44 7 0 61 0 9 94 2 1 106 199 8:15 AM 0 2 1 11 1 15 0 10 1 2 0 13 0 13 48 12 0 73 0 8 84 6 1 99 200 8:30 AM 0 1 2 14 0 17 0 10 1 3 1 15 0 10 48 12 0 70 0 6 91 2 0 99 201 Total 0 5 7 58 3 73 0 41 4 10 3 58 1 46 191 42 0 280 0 31 377 13 3 424 835 Apprch % 0.0% 6.8% 9.6% 79.5% 4.1% 0.0% 70.7% 6.9% 17.2% 5.2%0.4% 16.4% 68.2% 15.0% 0.0% 0.0% 7.3% 88.9% 3.1% 0.7% Total % 0.0% 0.6% 0.8% 6.9% 0.4% 8.7% 0.0% 4.9% 0.5% 1.2% 0.4%6.9% 0.1% 5.5% 22.9% 5.0% 0.0% 33.5% 0.0% 3.7% 45.1% 1.6% 0.4%50.8% Heavy % 0.0% 0.0% 5.3% 0.5% 0.0% 1.5% 0.0% 4.7% 0.0% 1.9% 1.9%0.6% 0.0% 0.0% 0.9% 0.0% 1.6% Out 206 Right Thru Left U-Turn 13 377 31 0 U-Turn 0 10 Right Left 5 4 Thru Thru 7 41 Left Right 58 0 U-Turn 1 46 191 42 U-Turn Left Thru Right 477 Out Count Location: Count Date: Count Time Period: Peak Hour Factor:0.94 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 5:00 PM 0 3 3 15 0 21 0 9 4 8 1 22 1 15 131 13 0 160 1 8 95 2 2 108 311 5:15 PM 0 2 1 9 0 12 0 9 3 11 0 23 0 19 120 13 0 152 1 9 79 1 1 91 278 5:30 PM 0 1 1 19 0 21 0 14 1 9 0 24 0 14 115 18 0 147 0 9 82 2 1 94 286 5:45 PM 0 2 2 16 1 21 0 13 1 13 0 27 1 16 121 15 0 153 1 6 79 4 1 91 292 Total 0 8 7 59 1 75 0 45 9 41 1 96 2 64 487 59 0 612 3 32 335 9 5 384 1,167 Apprch % 0.0% 10.7% 9.3% 78.7% 1.3% 0.0% 46.9% 9.4% 42.7% 1.0% 0.3% 10.5% 79.6% 9.6% 0.0% 0.8% 8.3% 87.2% 2.3% 1.3% Total % 0.0% 0.7% 0.6% 5.1% 0.1% 6.4% 0.0% 3.9% 0.8% 3.5% 0.1%8.2% 0.2% 5.5% 41.7% 5.1% 0.0% 52.4% 0.3% 2.7% 28.7% 0.8% 0.4%32.9% Heavy % 0.0% 0.0% 0.0% 0.5% 0.0% 1.4% 0.0% 0.0% 0.0% 0.4% 0.4%1.9% 0.0% 0.8% 0.7% 0.0% 0.9% Out 539 Right Thru Left U-Turn 9 335 32 3 U-Turn 0 41 Right Left 8 9 Thru Thru 7 45 Left Right 59 0 U-Turn 2 64 487 59 U-Turn Left Thru Right 441 Out Cottonwood Road In 74 95 In1,160 612 Cottonwood Road Fallon StreetIn Fallon Street379 Out 82 98 Out TOTAL ENTERING VEHICLES In Southbound Cottonwood Road Groups Printed - Cars, Trucks, Bank3, & Bank4 Fallon Street Fallon Street Cottonwood Road Cottonwood Road Weekday, PM Peak Period 280 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 826 Fallon Street & Cottonwood Road Tuesday, August 24 & Wednesday, August 25 Northbound Eastbound Westbound Northbound Southbound 421 In Fallon StreetFallon StreetCottonwood Road 70In Out 63 55 In 80 Fallon Street & Cottonwood Road Tuesday, August 24 & Wednesday, August 25 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Fallon Street Fallon Street Cottonwood Road Cottonwood Road Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.93 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 7:30 AM 0 47 210 37 1 295 0 14 164 13 0 191 0 35 37 18 1 91 0 71 48 47 0 166 743 7:45 AM 0 65 245 27 0 337 0 14 211 16 1 242 0 38 81 28 0 147 0 46 51 56 0 153 879 8:00 AM 0 88 208 33 0 329 0 19 177 22 1 219 0 32 84 20 0 136 0 42 47 63 1 153 837 8:15 AM 0 56 223 30 0 309 0 19 180 12 1 212 0 45 53 14 0 112 0 52 52 70 0 174 807 Total 0 256 886 127 1 1,270 0 66 732 63 3 864 0 150 255 80 1 486 0 211 198 236 1 646 3,266 Apprch % 0.0% 20.2% 69.8% 10.0% 0.1% 0.0% 7.6% 84.7% 7.3% 0.3% 0.0% 30.9% 52.5% 16.5% 0.2% 0.0% 32.7% 30.7% 36.5% 0.2% Total % 0.0% 7.8% 27.1% 3.9% 0.0% 38.9% 0.0% 2.0% 22.4% 1.9% 0.1% 26.5% 0.0% 4.6% 7.8% 2.4% 0.0% 14.9% 0.0% 6.5% 6.1% 7.2% 0.0% 19.8% Heavy % 0.0% 1.8% 1.0% 5.2% 0.0% 0.5% 2.0% 1.3% 0.0% 4.3% 0.6%0.4% 0.0% 0.1% 0.6% 1.7% 1.6% Out 574 Right Thru Left U-Turn 236 198 211 0 U-Turn 0 63 Right Left 256 732 Thru Thru 886 66 Left Right 127 0 U-Turn 0 150 255 80 U-Turn Left Thru Right 391 Out Count Location: Count Date: Count Time Period: Peak Hour Factor:0.96 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 4:45 PM 0 52 250 29 0 331 0 28 264 45 1 338 0 40 39 25 0 104 0 30 42 37 0 109 882 5:00 PM 0 59 273 27 0 359 0 28 269 49 0 346 0 45 53 23 0 121 0 31 50 48 0 129 955 5:15 PM 0 57 276 26 0 359 0 35 278 57 0 370 0 37 50 23 0 110 0 27 43 53 0 123 962 5:30 PM 0 50 261 29 1 341 0 29 278 40 0 347 0 35 46 15 0 96 0 28 41 44 0 113 897 Total 0 218 1,060 111 1 1,390 0 120 1,089 191 1 1,401 0 157 188 86 0 431 0 116 176 182 0 474 3,696 Apprch % 0.0% 15.7% 76.3% 8.0% 0.1% 0.0% 8.6% 77.7% 13.6% 0.1% 0.0% 36.4% 43.6% 20.0% 0.0% 0.0% 24.5% 37.1% 38.4% 0.0% Total % 0.0% 5.9% 28.7% 3.0% 0.0% 37.6% 0.0% 3.2% 29.5% 5.2% 0.0% 37.9% 0.0% 4.2% 5.1% 2.3% 0.0% 11.7% 0.0% 3.1% 4.8% 4.9% 0.0% 12.8% Heavy % 0.0% 0.9% 1.1% 5.1% 0.0% 0.4% 0.9% 0.4% 0.0% 3.5% 1.0%0.3% 0.0% 0.2% 0.9% 2.2% 1.2% Out 597 Right Thru Left U-Turn 182 176 116 0 U-Turn 0 191 Right Left 218 1,089 Thru Thru 1,060 120 Left Right 111 0 U-Turn 0 157 188 86 U-Turn Left Thru Right 407 Out Huffine Lane & Cottonwood Road Tuesday, August 31 & Wednesday, September 1 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Huffine Lane Huffine Lane Cottonwood Road Cottonwood Road Eastbound Westbound Northbound Southbound 645 In Huffine LaneHuffine LaneCottonwood Road 1,269In Out 1,118 861 In 1,177 485 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 3,260 Huffine Lane & Cottonwood Road Tuesday, August 31 & Wednesday, September 1 Northbound Southbound Cottonwood Road Groups Printed - Cars, Trucks, Bank3, & Bank4 Huffine Lane Huffine Lane Cottonwood Road Cottonwood Road Weekday, PM Peak Period Cottonwood Road Huffine LaneIn Huffine Lane474 Out 1,428 1,262 Out TOTAL ENTERING VEHICLES In Cottonwood Road In 1,389 1,400 In3,694 431 Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.91 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 7:30 AM 0 0 300 0 0 300 0 0 241 0 0 241 0 0 0 0 0 0 0 0 0 0 0 0 541 7:45 AM 0 0 346 0 0 346 0 0 310 0 0 310 0 0 0 0 0 0 0 0 0 0 0 0 656 8:00 AM 0 0 322 0 0 322 0 0 251 0 0 251 0 0 0 0 0 0 0 0 0 0 0 0 573 8:15 AM 0 0 309 0 0 309 0 0 307 0 0 307 0 0 0 0 0 0 0 0 0 0 0 0 616 Total 0 0 1,277 0 0 1,277 0 0 1,109 0 0 1,109 0 0 0 0 0 0 0 0 0 0 0 0 2,386 Apprch % 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 0.0% 53.5% 0.0% 0.0% 53.5% 0.0% 0.0% 46.5% 0.0% 0.0% 46.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Heavy % 0.0% 0.0% 1.8% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 2.0% Out 0 Right Thru Left U-Turn 0 0 0 0 U-Turn 0 0 Right Left 0 1,109 Thru Thru 1,277 0 Left Right 0 0 U-Turn 0 0 0 0 U-Turn Left Thru Right 0 Out Count Location: Count Date: Count Time Period: Peak Hour Factor:0.95 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 4:45 PM 0 0 327 0 0 327 0 0 336 0 0 336 0 0 0 0 0 0 0 0 0 0 0 0 663 5:00 PM 0 0 398 0 0 398 0 0 348 0 0 348 0 0 0 0 0 0 0 0 0 0 0 0 746 5:15 PM 0 0 357 0 0 357 0 0 368 0 0 368 0 0 0 0 0 0 0 0 0 0 0 0 725 5:30 PM 0 0 342 0 0 342 0 0 353 0 0 353 0 0 0 0 0 0 0 0 0 0 0 0 695 Total 0 0 1,424 0 0 1,424 0 0 1,405 0 0 1,405 0 0 0 0 0 0 0 0 0 0 0 0 2,829 Apprch % 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 0.0% 50.3% 0.0% 0.0% 50.3% 0.0% 0.0% 49.7% 0.0% 0.0% 49.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Heavy % 0.0% 0.0% 1.5% 0.0% 0.0% 0.0% 1.5% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 1.5% Out 0 Right Thru Left U-Turn 0 0 0 0 U-Turn 0 0 Right Left 0 1,405 Thru Thru 1,424 0 Left Right 0 0 U-Turn 0 0 0 0 U-Turn Left Thru Right 0 Out Huffine Lane & Laurel Parkway Tuesday, August 31 & Wednesday, September 1 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Huffine Lane Huffine Lane Laurel Parkway Laurel Parkway Eastbound Westbound Northbound Southbound 0 In Huffine LaneHuffine LaneLaurel Parkway 1,277In Out 1,109 1,109 In 1,277 0 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 2,386 Huffine Lane & Laurel Parkway Tuesday, August 31 & Wednesday, September 1 Northbound Southbound Laurel Parkway Groups Printed - Cars, Trucks, Bank3, & Bank4 Huffine Lane Huffine Lane Laurel Parkway Laurel Parkway Weekday, PM Peak Period Laurel Parkway Huffine LaneIn Huffine Lane0 Out 1,405 1,424 Out TOTAL ENTERING VEHICLES In Laurel Parkway In 1,424 1,405 In2,829 0 U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX B SATURDAY TRAFFIC COUNT DATA Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.91 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 12:00 PM 0 10 6 5 0 21 0 10 10 9 0 29 0 2 51 7 0 60 0 9 69 4 0 82 192 12:15 PM 0 16 8 2 0 26 0 2 5 9 0 16 0 5 37 4 0 46 0 5 72 11 0 88 176 12:30 PM 0 7 5 8 0 20 0 7 6 10 0 23 0 3 50 7 0 60 0 12 70 7 0 89 192 12:45 PM 0 3 1 1 2 7 0 7 4 6 1 18 0 5 53 12 0 70 0 12 95 11 0 118 213 Total 0 36 20 16 2 74 0 26 25 34 1 86 0 15 191 30 0 236 0 38 306 33 0 377 773 Apprch % 0.0% 48.6% 27.0% 21.6% 2.7% 0.0% 30.2% 29.1% 39.5% 1.2% 0.0% 6.4% 80.9% 12.7% 0.0% 0.0% 10.1% 81.2% 8.8% 0.0% Total % 0.0% 4.7% 2.6% 2.1% 0.3% 9.6% 0.0% 3.4% 3.2% 4.4% 0.1%11.1% 0.0% 1.9% 24.7% 3.9% 0.0% 30.5% 0.0% 4.9% 39.6% 4.3% 0.0% 48.8% Heavy % 0.0% 1.6% 2.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 3.2% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 0.5% Out 261 Right Thru Left U-Turn 33 306 38 0 U-Turn 0 34 Right Left 36 25 Thru Thru 20 26 Left Right 16 0 U-Turn 0 15 191 30 U-Turn Left Thru Right 348 Out Babcock Street & Cottonwood Road Saturday, September 25, 2021 Saturday, Midday Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Cottonwood Road Cottonwood Road Eastbound Westbound Northbound Southbound 377 In Babcock StreetBabcock StreetCottonwood Road 72In Out 73 85 In 88 Cottonwood Road 236 In Out TOTAL ENTERING VEHICLES 770 Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.65 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 12:30 PM 0 0 2 0 0 2 0 2 3 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 7 12:45 PM 0 0 7 0 0 7 0 0 6 0 1 7 0 0 0 2 0 2 0 0 0 0 0 0 16 1:00 PM 0 0 6 0 0 6 0 2 3 0 0 5 0 0 0 1 0 1 0 0 0 0 0 0 12 1:15 PM 0 0 8 0 2 10 0 0 10 0 1 11 0 1 0 0 0 1 0 0 0 0 0 0 22 Total 0 0 23 0 2 25 0 4 22 0 2 28 0 1 0 3 0 4 0 0 0 0 0 0 57 Apprch % 0.0% 0.0% 92.0% 0.0% 8.0% 0.0% 14.3% 78.6% 0.0% 7.1%0.0% 25.0% 0.0% 75.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 0.0% 40.4% 0.0% 3.5% 43.9% 0.0% 7.0% 38.6% 0.0% 3.5% 49.1% 0.0% 1.8% 0.0% 5.3% 0.0% 7.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 1.0% Out 0 Right Thru Left U-Turn 0 0 0 0 U-Turn 0 0 Right Left 0 22 Thru Thru 23 4 Left Right 0 0 U-Turn 0 1 0 3 U-Turn Left Thru Right 4 Out Babcock Street & Laurel Parkway Saturday, October 9, 2021 Saturday, Midday Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Laurel Parkway Laurel Parkway Eastbound Westbound Northbound Southbound 0 In Babcock StreetBabcock StreetLaurel Parkway 23In Out 23 26 In 26 Laurel Parkway 4 In Out TOTAL ENTERING VEHICLES 53 Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.91 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 12:30 PM 0 6 1 15 0 22 0 11 0 5 0 16 0 9 49 10 0 68 0 6 81 3 0 90 196 12:45 PM 0 4 1 7 2 14 0 3 0 3 2 8 0 14 63 9 0 86 0 8 94 2 0 104 212 1:00 PM 0 3 0 20 0 23 0 2 1 6 0 9 1 17 55 4 0 77 0 2 74 3 0 79 188 1:15 PM 0 5 1 11 0 17 0 1 0 9 1 11 0 9 61 5 0 75 1 3 67 1 0 72 175 Total 0 18 3 53 2 76 0 17 1 23 3 44 1 49 228 28 0 306 1 19 316 9 0 345 771 Apprch % 0.0% 23.7% 3.9% 69.7% 2.6% 0.0% 38.6% 2.3% 52.3% 6.8% 0.3% 16.0% 74.5% 9.2% 0.0% 0.3% 5.5% 91.6% 2.6% 0.0% Total % 0.0% 2.3% 0.4% 6.9% 0.3% 9.9% 0.0% 2.2% 0.1% 3.0% 0.4%5.7% 0.1% 6.4% 29.6% 3.6% 0.0% 39.7% 0.1% 2.5% 41.0% 1.2% 0.0%44.7% Heavy % 0.0% 0.0% 0.0% 1.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2.2% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 0.6% Out 270 Right Thru Left U-Turn 9 316 19 1 U-Turn 0 23 Right Left 18 1 Thru Thru 3 17 Left Right 53 0 U-Turn 1 49 228 28 U-Turn Left Thru Right 387 Out Cottonwood Road 306 In Out TOTAL ENTERING VEHICLES 766 Eastbound Westbound Northbound Southbound 345 In Fallon StreetFallon StreetCottonwood Road 74In Out 59 41 In 50 Fallon Street & Cottonwood Road Saturday, September 25, 2021 Saturday, Midday Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Fallon Street Fallon Street Cottonwood Road Cottonwood Road Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.95 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 12:00 PM 0 30 207 26 0 263 0 16 206 30 0 252 0 20 34 19 0 73 0 30 44 32 0 106 694 12:15 PM 0 31 241 34 0 306 0 18 181 24 0 223 0 19 25 21 0 65 0 42 31 30 0 103 697 12:30 PM 0 15 213 21 0 249 0 24 208 33 0 265 0 14 21 10 0 45 0 32 17 29 0 78 637 12:45 PM 0 41 197 20 1 259 0 19 156 31 0 206 0 21 29 19 0 69 0 29 33 30 0 92 626 Total 0 117 858 101 1 1,077 0 77 751 118 0 946 0 74 109 69 0 252 0 133 125 121 0 379 2,654 Apprch % 0.0% 10.9% 79.7% 9.4% 0.1% 0.0% 8.1% 79.4% 12.5% 0.0% 0.0% 29.4% 43.3% 27.4% 0.0% 0.0% 35.1% 33.0% 31.9% 0.0% Total % 0.0% 4.4% 32.3% 3.8% 0.0% 40.6% 0.0% 2.9% 28.3% 4.4% 0.0% 35.6% 0.0% 2.8% 4.1% 2.6% 0.0% 9.5% 0.0% 5.0% 4.7% 4.6% 0.0% 14.3% Heavy % 0.0% 1.5% 0.9% 0.6% 0.0% 0.0% 0.6% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.4% 0.0% 0.0% 0.6% Out 344 Right Thru Left U-Turn 121 125 133 0 U-Turn 0 118 Right Left 117 751 Thru Thru 858 77 Left Right 101 0 U-Turn 0 74 109 69 U-Turn Left Thru Right 303 Out Huffine Lane & Cottonwood Road Saturday, October 2, 2021 Saturday, Midday Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Huffine Lane Huffine Lane Cottonwood Road Cottonwood Road Eastbound Westbound Northbound Southbound 379 In Huffine LaneHuffine LaneCottonwood Road 1,076In Out 946 946 In 1,060 Cottonwood Road 252 In Out TOTAL ENTERING VEHICLES 2,653 Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.91 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 12:00 PM 0 0 264 0 0 264 0 0 241 0 0 241 0 0 0 0 0 0 0 0 0 0 0 0 505 12:15 PM 0 0 329 0 0 329 0 0 241 0 0 241 0 0 0 0 0 0 0 0 0 0 0 0 570 12:30 PM 0 0 253 0 0 253 0 0 236 0 0 236 0 0 0 0 0 0 0 0 0 0 0 0 489 12:45 PM 0 0 282 0 0 282 0 0 224 0 0 224 0 0 0 0 0 0 0 0 0 0 0 0 506 Total 0 0 1,128 0 0 1,128 0 0 942 0 0 942 0 0 0 0 0 0 0 0 0 0 0 0 2,070 Apprch % 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 0.0% 54.5% 0.0% 0.0% 54.5% 0.0% 0.0% 45.5% 0.0% 0.0% 45.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Heavy % 0.0% 0.0% 0.9% 0.0% 0.0% 0.0% 0.6% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 0.8% Out 0 Right Thru Left U-Turn 0 0 0 0 U-Turn 0 0 Right Left 0 942 Thru Thru 1,128 0 Left Right 0 0 U-Turn 0 0 0 0 U-Turn Left Thru Right 0 Out Huffine Lane & Laurel Parkway Saturday, October 2, 2021 Saturday, Midday Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Huffine Lane Huffine Lane Laurel Parkway Laurel Parkway Eastbound Westbound Northbound Southbound 0 In Huffine LaneHuffine LaneLaurel Parkway 1,128In Out 942 942 In 1,128 Laurel Parkway 0 In Out TOTAL ENTERING VEHICLES 2,070 U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX C WEEKDAY TRIP GENERATION ANALYSES ITE Quantity In Out Total In Out Total In Out LUC Land Use 25%75%63%37%50%50% 210 Single-Family Detached Housing 21 4 12 16 13 8 21 105 105 210 Rate:Rate:Rate: TOTALS:21 4 12 16 13 8 21 105 105 210 ITE Quantity In Out Total In Out Total In Out LUC Land Use 26%74%61%39%50%50% 221 Multifamily Housing (Mid-Rise) 43 4 12 16 12 7 19 117 117 234 Rate: Rate: Rate: TOTALS:43 4 12 16 12 7 19 117 117 234 PHASE 1 TOTALS:64 8 24 32 25 15 40 222 222 444 0.74 / UNIT 0.99 / UNIT 9.94 / UNIT Urban + Farm Subdivision - Phase 1 Traffic Memorandum Trip Generation Estimate - Phase 1 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips 0.36 / UNIT 0.44 / UNIT 5.44 / UNIT Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 23%77%63%37%50%50% 220 Multifamily Housing (Low-Rise)62 7 22 29 22 13 35 227 227 454 Rate:Rate:Rate: TOTALS:62 7 22 29 22 13 35 227 227 454 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT Urban + Farm Subdivision - May Fly Townhomes Traffic Impact Letter Trip Generation Estimate - May Fly Townhomes Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE LUC Land Use Quantity In Out Total In Out Total In Out 220 Multifamily Housing (Low-Rise)933 100 336 436 336 195 531 3,420 3,420 6,840 231 Mid-Rise Residential with 1st-Floor Commercial 62 6 13 19 16 7 23 108 108 216 411 Public Park 11 7 0 7 7 0 7 8 8 16 495 Recreational Community Center 25 29 15 44 27 31 58 361 361 722 575 Fire and Rescue Station 13 0 0 0 2 5 7 0 0 0 817 Nursery (Garden Center)10 13 12 25 35 35 70 341 341 682 931 Quality Restaurant 45 17 16 33 235 116 351 1,887 1,887 3,774 TOTALS:1099 172 392 564 658 389 1047 6,125 6,125 12,250 Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Summary - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 23%77%63%37%50%50% 220 Block 1 - Lot 1 Multifamily Housing (Low-Rise)87.6 9 32 41 32 18 50 321 321 642 Rate:Rate:Rate: 220 Block 2 - Lot 1 Multifamily Housing (Low-Rise)100.8 11 36 47 36 21 57 369 369 738 Rate:Rate:Rate: 220 Block 3 - Lot 1 Multifamily Housing (Low-Rise)136.2 14 49 63 49 28 77 499 499 998 Rate:Rate:Rate: 220 Block 4 - Lot 1 Multifamily Housing (Low-Rise)91.8 10 33 43 33 19 52 336 336 672 Rate:Rate:Rate: 220 Block 5 - Lot 1 Multifamily Housing (Low-Rise)82.4 9 29 38 30 17 47 302 302 604 Rate:Rate:Rate: 220 Block 6 - Lot 1 Multifamily Housing (Low-Rise)21.2 2 8 10 8 4 12 78 78 156 Rate:Rate:Rate: 220 Block 6 - Lot 2 Multifamily Housing (Low-Rise)22.6 3 8 11 8 5 13 83 83 166 Rate:Rate:Rate: 220 Block 7 - Lot 1 Multifamily Housing (Low-Rise)114 12 41 53 40 24 64 418 418 836 Rate:Rate:Rate: 220 Block 8 - Lot 1 Multifamily Housing (Low-Rise)107 12 38 50 38 23 61 394 394 788 Rate:Rate:Rate: 220 Block 10 - Lot 1 Multifamily Housing (Low-Rise)32 3 12 15 12 7 19 118 118 236 Rate:Rate:Rate: 220 Block 11 - Lot 1 Multifamily Housing (Low-Rise)50 6 18 24 18 11 29 184 184 368 Rate:Rate:Rate: 220 Block 12 - Lot 1 Multifamily Housing (Low-Rise)18 2 7 9 7 4 11 66 66 132 Rate:Rate:Rate: 220 Block 12 - Lot 5 Multifamily Housing (Low-Rise)69 7 25 32 25 14 39 252 252 504 Rate:Rate:Rate: TOTALS:933 100 336 436 336 195 531 3420 3420 6840 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Multifamily Housing (Low-Rise) - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT 0.46 / UNIT 0.56 / UNIT 7.32 / UNIT ITE Quantity In Out Total In Out Total In Out LUC Land Use 28%72%70%30%50%50% 231 Block 8 - Lot 1 Mid-Rise Residential w/ Commercial 30 3 6 9 8 3 11 52 52 104 Rate:Rate:Rate: 231 Block 12 - Lot 5 Mid-Rise Residential w/ Commercial 32 3 7 10 8 4 12 56 56 112 Rate:Rate:Rate: TOTALS:62 6 13 19 16 7 23 108 108 216 0.30 / UNIT 0.36 / UNIT 3.44 / UNIT 0.30 / UNIT 0.36 / UNIT 3.44 / UNIT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Mid-Rise Residential with 1st-Floor Commercial - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 59%41%55%45%50%50% 411 Block 2 - Park A Public Park 0.66 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 3 - Park B Public Park 2.08 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 4 - Park C Public Park 0.59 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 7 - Park D Public Park 0.72 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 9 - Park E Public Park 3.02 1 0 1 1 0 1 2 2 4 Rate:Rate:Rate: 411 Block 12 - Park F Public Park 1.78 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 13 - Park E Public Park 1.77 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: TOTALS:11 7 0 7 7 0 7 8 8 16 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE 0.02 / ACRE 0.11 / ACRE 0.76 / ACRE Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Public Park - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 66%34%47%53%50%50% 495 Block 12 - Lot 3 Recreational Community Center 25 29 15 44 27 31 58 361 361 722 Rate:Rate:Rate: TOTALS:25 29 15 44 27 31 58 361 361 722 1.76 / 1 K SQFT 2.31 / 1 K SQFT 28.82 / UNIT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Recreational Community Center - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 29%71% 575 Block 11 - Lot 2 Fire and Rescue Station 13 2 5 7 Rate: TOTALS:13 0 0 0 2 5 7 0 0 0 0.48 / 1 K SQFT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Fire and Rescue Station - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 50%50%50%50%50%50% 817 Block 12 - Lot 2 Nursery (Garden Center)10 13 12 25 35 35 70 341 341 682 Rate:Rate:Rate: TOTALS:10 13 12 25 35 35 70 341 341 682 2.43 / 1 K SQFT 6.94 / 1 K SQFT 68.10 / UNIT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Nursery (Garden Center) - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 50%50%67%33%50%50% 931 Block 9 - Lot 1 / Lot 2 Quality Restaurant 30 11 11 22 157 77 234 1,258 1,258 2,516 Rate:Rate:Rate: 931 Block 12 - Lot 4 Quality Restaurant 15 6 5 11 78 39 117 629 629 1,258 Rate:Rate:Rate: TOTALS:45 17 16 33 235 116 351 1887 1887 3774 0.73 / 1 K SQFT 7.8 / 1 K SQFT 83.84 / 1 K SQFT 0.73 / 1 K SQFT 7.8 / 1 K SQFT 83.84 / 1 K SQFT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Quality Restaurant - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX D BACKGROUND TRIP GENERATION ANALYSES ITE Quantity In Out Total In Out Total In Out LUC Land Use 26%74%61%39%50%50% 221 Multifamily Housing (Mid-Rise)126 12 34 46 34 22 56 343 343 686 Rate: Rate: Rate: TOTALS:126 12 34 46 34 22 56 343 343 686 Urban + Farm Commercial Subdivision - Background Traffic Traffic Impact Study 0.36 / UNIT 0.44 / UNIT 5.44 / UNIT Trip Generation Estimate (Background Traffic) - Multifamily Housing (Mid-Rise) Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX E SATURDAY TRIP GENERATION ANALYSES ITE LUC Land Use Quantity In Out Total In Out 220 Multifamily Housing (Low-Rise)933 333 327 660 3,805 3,805 7,610 231 Mid-Rise Residential with 1st-Floor Commercial62 27 27 54 0 0 0 411 Public Park 11 7 0 7 13 13 26 495 Recreational Community Center 25 15 12 27 114 114 228 817 Nursery (Garden Center)10 101 100 201 667 667 1,334 931 Quality Restaurant 45 284 198 482 2,027 2,027 4,054 TOTALS:1086 767 664 1431 6,626 6,626 13,252 Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Summary Saturday Peak Hour Saturday Daily Trips ITE Quantity In Out Total In Out LUC Land Use 50%50%50%50% 220 Block 1 - Lot 1 Multifamily Housing (Low-Rise)87.6 31 31 62 357 357 714 Rate:Rate: 220 Block 2 - Lot 1 Multifamily Housing (Low-Rise)100.8 36 35 71 411 411 822 Rate:Rate: 220 Block 3 - Lot 1 Multifamily Housing (Low-Rise)136.2 48 48 96 555 555 1,110 Rate:Rate: 220 Block 4 - Lot 1 Multifamily Housing (Low-Rise)91.8 33 32 65 374 374 748 Rate:Rate: 220 Block 5 - Lot 1 Multifamily Housing (Low-Rise)82.4 29 29 58 336 336 672 Rate:Rate: 220 Block 6 - Lot 1 Multifamily Housing (Low-Rise)21.2 8 7 15 87 87 174 Rate:Rate: 220 Block 6 - Lot 2 Multifamily Housing (Low-Rise)22.6 8 8 16 92 92 184 Rate:Rate: 220 Block 7 - Lot 1 Multifamily Housing (Low-Rise)114.0 40 40 80 464 464 928 Rate:Rate: 220 Block 8 - Lot 1 Multifamily Housing (Low-Rise)107.4 38 38 76 438 438 876 Rate:Rate: 220 Block 10 - Lot 1 Multifamily Housing (Low-Rise)32.2 12 11 23 132 132 264 Rate:Rate: 220 Block 11 - Lot 1 Multifamily Housing (Low-Rise)50.2 18 18 36 205 205 410 Rate:Rate: 220 Block 12 - Lot 1 Multifamily Housing (Low-Rise)18.0 7 6 13 74 74 148 Rate:Rate: 220 Block 12 - Lot 5 Multifamily Housing (Low-Rise)68.6 25 24 49 280 280 560 Rate:Rate: TOTALS:933 333 327 660 3805 3805 7610 Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Multifamily Housing (Low-Rise) Saturday Peak Hour Saturday Daily Trips 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT 0.70 / UNIT 8.14 / UNIT ITE Quantity In Out Total In Out LUC Land Use 50%50%50%50% 231 Mid-Rise Residential w/ Commercial 30.0 13 13 26 Rate: 231 Mid-Rise Residential w/ Commercial 32.0 14 14 28 Rate: TOTALS:62 27 27 54 0 0 0 0.86 / UNIT Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Mid-Rise Residential with 1st-Floor Commercial Saturday Peak Hour Saturday Daily Trips 0.86 / UNIT ITE Quantity In Out Total In Out LUC Land Use 55%45%50%50% 411 Block 2 - Park A Public Park 0.66 1 0 1 1 1 2 Rate:Rate: 411 Block 3 - Park B Public Park 2.08 1 0 1 3 3 6 Rate:Rate: 411 Block 4 - Park C Public Park 0.59 1 0 1 1 1 2 Rate:Rate: 411 Block 7 - Park D Public Park 0.72 1 0 1 1 1 2 Rate:Rate: 411 Block 9 - Park E Public Park 3.02 1 0 1 3 3 6 Rate:Rate: 411 Block 12 - Park F Public Park 1.78 1 0 1 2 2 4 Rate:Rate: 411 Block 13 - Park E Public Park 1.77 1 0 1 2 2 4 Rate:Rate: TOTALS:10.62 7 0 7 13 13 26 0.28 / ACRE 1.96 / ACRE 0.28 / ACRE 1.96 / ACRE 0.28 / ACRE 1.96 / ACRE 0.28 / ACRE 1.96 / ACRE 0.28 / ACRE 1.96 / ACRE 0.28 / ACRE 1.96 / ACRE Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Public Park Saturday Peak Hour Saturday Daily Trips 0.28 / ACRE 1.96 / ACRE ITE Quantity In Out Total In Out LUC Land Use 54%46%50%50% 495 Block 12 - Lot 3 Recreational Community Center 25.00 15 12 27 114 114 228 Rate:Rate: TOTALS:25 15 12 27 114 114 228 1.07 / 1 K SQFT 9.1 / 1 K SQFT Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Recreational Community Center Saturday Peak Hour Saturday Daily Trips ITE Quantity In Out Total In Out LUC Land Use 50%50%50%50% 817 Block 12 - Lot 2 Nursery (Garden Center)10.00 101 100 201 667 667 1,334 Rate:Rate: TOTALS:10 101 100 201 667 667 1334 20.06 / 1 K SQFT 133.31 / 1 K SQFT Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Nursery (Garden Center) Saturday Peak Hour Saturday Daily Trips ITE Quantity In Out Total In Out LUC Land Use 59%41%50%50% 931 Block 9 - Lot 1 / Lot 2 Quality Restaurant 30.00 189 132 321 1,351 1,351 2,702 Rate:Rate: 931 Block 12 - Lot 4 Quality Restaurant 15.00 95 66 161 676 676 1,352 Rate:Rate: TOTALS:45 284 198 482 2027 2027 4054 10.68 / 1 K SQFT 90.04 / 1 K SQFT 10.68 / 1 K SQFT 90.04 / 1 K SQFT Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Quality Restaurant Saturday Peak Hour Saturday Daily Trips U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX F CAPACITY & LEVEL OF SERVICE ANALYSES HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2021 North/South Street Laurel Parkway Time Analyzed Existing AM Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume (veh/h)42 0 2 12 1 8 Percent Heavy Vehicles (%)6 6 6 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.16 6.46 6.26 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.25 3.55 3.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 1 9 Capacity, c (veh/h)1533 927 1009 v/c Ratio 0.00 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.4 8.9 8.6 Level of Service (LOS)A A A Approach Delay (s/veh)1.1 8.6 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 9:59:42 AMLaurel_Babcock Ex AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2021 North/South Street Laurel Parkway Time Analyzed Existing PM Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume (veh/h)28 2 5 44 0 2 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 0 2 Capacity, c (veh/h)1575 895 1038 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.3 9.0 8.5 Level of Service (LOS)A A A Approach Delay (s/veh)0.7 8.5 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:00:34 AMLaurel_Babcock Ex PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2027 North/South Street Laurel Parkway Time Analyzed Background AM Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume (veh/h)47 0 2 13 1 9 Percent Heavy Vehicles (%)6 6 6 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.16 6.46 6.26 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.25 3.55 3.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 1 10 Capacity, c (veh/h)1526 919 1002 v/c Ratio 0.00 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.4 8.9 8.6 Level of Service (LOS)A A A Approach Delay (s/veh)1.0 8.7 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:03:06 AMLaurel_Babcock 2027 Bk AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2027 North/South Street Laurel Parkway Time Analyzed Background PM Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume (veh/h)31 2 6 49 0 2 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 0 2 Capacity, c (veh/h)1570 881 1033 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.3 9.1 8.5 Level of Service (LOS)A A A Approach Delay (s/veh)0.8 8.5 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:03:43 AMLaurel_Babcock 2027 Bk PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2027 North/South Street Laurel Parkway Time Analyzed Total AM Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 1 1 0 1 1 0 Configuration L TR L TR L TR L TR Volume (veh/h)1 48 1 5 14 2 4 5 16 0 3 0 Percent Heavy Vehicles (%)3 6 6 3 6 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.16 7.16 6.53 6.26 7.13 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.25 3.55 4.03 3.35 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 6 5 24 0 3 Capacity, c (veh/h)1592 1523 881 943 857 797 v/c Ratio 0.00 0.00 0.01 0.03 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.0 0.0 Control Delay (s/veh)7.3 7.4 9.1 8.9 9.2 9.5 Level of Service (LOS)A A A A A A Approach Delay (s/veh)0.1 1.8 8.9 9.5 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:16:21 AMLaurel_Babcock 2027 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2027 North/South Street Laurel Parkway Time Analyzed Total PM Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 1 1 0 1 1 0 Configuration L TR L TR L TR L TR Volume (veh/h)0 31 5 14 49 1 3 4 7 2 6 0 Percent Heavy Vehicles (%)3 2 2 3 2 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.12 7.12 6.53 6.22 7.13 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.22 3.52 4.03 3.32 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 17 4 13 2 7 Capacity, c (veh/h)1537 1565 820 905 810 744 v/c Ratio 0.00 0.01 0.00 0.01 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (s/veh)7.3 7.3 9.4 9.0 9.5 9.9 Level of Service (LOS)A A A A A A Approach Delay (s/veh)0.0 1.6 9.1 9.8 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:18:00 AMLaurel_Babcock 2027 Tot PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2042 North/South Street Laurel Parkway Time Analyzed Background AM Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume (veh/h)66 0 3 19 2 13 Percent Heavy Vehicles (%)6 6 6 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.16 6.46 6.26 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.25 3.55 3.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 2 15 Capacity, c (veh/h)1498 882 974 v/c Ratio 0.00 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.4 9.1 8.8 Level of Service (LOS)A A A Approach Delay (s/veh)1.0 8.8 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:24:06 AMLaurel_Babcock 2042 Bk AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2042 North/South Street Laurel Parkway Time Analyzed Background PM Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume (veh/h)44 3 8 69 0 3 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 0 4 Capacity, c (veh/h)1548 829 1012 v/c Ratio 0.01 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.3 9.3 8.6 Level of Service (LOS)A A A Approach Delay (s/veh)0.8 8.6 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:24:52 AMLaurel_Babcock 2042 Bk PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2042 North/South Street Laurel Parkway Time Analyzed Total AM Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 1 1 0 1 1 0 Configuration L TR L TR L TR L TR Volume (veh/h)5 70 6 29 28 9 16 133 51 4 114 2 Percent Heavy Vehicles (%)3 6 6 3 6 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.16 7.16 6.53 6.26 7.13 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.25 3.55 4.03 3.35 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 33 18 211 5 133 Capacity, c (veh/h)1560 1484 565 734 490 678 v/c Ratio 0.00 0.02 0.03 0.29 0.01 0.20 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 1.2 0.0 0.7 Control Delay (s/veh)7.3 7.5 11.6 11.9 12.4 11.6 Level of Service (LOS)A A B B B B Approach Delay (s/veh)0.5 3.3 11.9 11.6 Approach LOS B B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:27:22 AMLaurel_Babcock 2042 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Babcock St & Laurel Pkwy Agency/Co.Jurisdiction Date Performed 9/9/2021 East/West Street Babcock Street Analysis Year 2042 North/South Street Laurel Parkway Time Analyzed Total PM Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 1 1 0 1 1 0 Configuration L TR L TR L TR L TR Volume (veh/h)4 59 25 104 78 9 13 131 38 15 152 7 Percent Heavy Vehicles (%)3 2 2 3 2 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.12 7.12 6.53 6.22 7.13 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.22 3.52 4.03 3.32 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 125 16 204 18 192 Capacity, c (veh/h)1480 1491 288 520 292 464 v/c Ratio 0.00 0.08 0.05 0.39 0.06 0.41 95% Queue Length, Q₉₅ (veh)0.0 0.3 0.2 1.8 0.2 2.0 Control Delay (s/veh)7.4 7.6 18.2 16.3 18.1 18.1 Level of Service (LOS)A A C C C C Approach Delay (s/veh)0.3 4.2 16.4 18.1 Approach LOS C C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:28:05 AMLaurel_Babcock 2042 Tot PM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Existing AM PHF 0.88 Urban Street Cottonwood Road Analysis Year 2021 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock Ex AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 37 22 34 59 6 27 14 169 23 28 337 29 Signal Information Green Yellow Red 2.0 1.3 60.2 3.9 1.0 5.6 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 7.9 9.6 8.9 10.6 6.0 64.2 7.3 65.5 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 3.9 4.3 5.1 3.0 2.3 2.5 Green Extension Time ( g e ), s 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 Phase Call Probability 0.65 0.93 0.81 0.96 0.33 0.55 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 42 47 67 20 16 101 100 32 200 198 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1726 1781 1670 1781 1870 1840 1781 1870 1844 Queue Service Time ( g s ), s 1.9 2.3 3.1 1.0 0.3 1.7 1.7 0.5 3.4 3.4 Cycle Queue Clearance Time ( g c ), s 1.9 2.3 3.1 1.0 0.3 1.7 1.7 0.5 3.4 3.4 Green Ratio ( g/C )0.11 0.06 0.12 0.07 0.69 0.67 0.67 0.71 0.68 0.68 Capacity ( c ), veh/h 212 108 226 122 733 1251 1231 913 1279 1261 Volume-to-Capacity Ratio ( X )0.198 0.433 0.297 0.167 0.022 0.081 0.081 0.035 0.157 0.157 Back of Queue ( Q ), ft/ln ( 50 th percentile)21.2 25.5 33.9 10.8 1.9 15.1 15 3.5 29.6 29.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.8 1.0 1.3 0.4 0.1 0.6 0.6 0.1 1.2 1.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.21 0.00 0.34 0.00 0.01 0.00 0.00 0.01 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.9 40.7 36.5 39.1 4.4 5.2 5.2 4.0 5.0 5.0 Incremental Delay ( d 2 ), s/veh 0.2 1.0 0.3 0.2 0.0 0.1 0.1 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 37.1 41.7 36.8 39.4 4.4 5.3 5.3 4.0 5.3 5.3 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 39.5 D 37.4 D 5.3 A 5.2 A Intersection Delay, s/veh / LOS 12.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.33 B 1.88 B 1.88 B Bicycle LOS Score / LOS 0.63 A 0.63 A 0.67 A 0.84 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 10:07:03 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Existing PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2021 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock Ex PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 53 23 18 41 29 88 23 436 66 45 315 52 Signal Information Green Yellow Red 2.7 1.4 58.9 4.0 0.6 6.3 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 8.5 10.9 8.0 10.3 6.7 62.9 8.2 64.4 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.6 3.5 4.0 6.2 2.4 2.7 Green Extension Time ( g e ), s 0.0 0.2 0.0 0.2 0.0 0.0 0.1 0.0 Phase Call Probability 0.76 0.99 0.66 0.98 0.46 0.70 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 56 33 44 82 24 254 248 48 183 180 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1801 1795 1695 1795 1885 1834 1795 1885 1833 Queue Service Time ( g s ), s 2.6 1.5 2.0 4.2 0.4 4.8 4.9 0.7 3.2 3.2 Cycle Queue Clearance Time ( g c ), s 2.6 1.5 2.0 4.2 0.4 4.8 4.9 0.7 3.2 3.2 Green Ratio ( g/C )0.12 0.08 0.11 0.07 0.69 0.65 0.65 0.70 0.67 0.67 Capacity ( c ), veh/h 201 138 211 119 763 1235 1201 706 1265 1230 Volume-to-Capacity Ratio ( X )0.280 0.239 0.207 0.687 0.032 0.205 0.207 0.068 0.145 0.147 Back of Queue ( Q ), ft/ln ( 50 th percentile)28 17.2 21.7 45.8 3 43.9 43.3 5.4 28.3 28 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.1 0.7 0.9 1.8 0.1 1.7 1.7 0.2 1.1 1.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.28 0.00 0.22 0.00 0.01 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.0 39.1 36.2 40.9 4.6 6.2 6.2 4.3 5.4 5.4 Incremental Delay ( d 2 ), s/veh 0.3 0.3 0.2 2.6 0.0 0.4 0.4 0.0 0.2 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.3 39.4 36.4 43.5 4.6 6.6 6.6 4.3 5.6 5.7 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 37.5 D 41.0 D 6.5 A 5.5 A Intersection Delay, s/veh / LOS 12.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.35 B 2.34 B 1.92 B 1.88 B Bicycle LOS Score / LOS 0.64 A 0.69 A 0.92 A 0.83 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 10:07:44 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background AM PHF 0.88 Urban Street Cottonwood Road Analysis Year 2027 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2027 Bk AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 41 25 38 66 7 30 16 189 26 31 421 32 Signal Information Green Yellow Red 2.2 1.3 59.7 4.1 1.0 5.7 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 8.1 9.7 9.1 10.7 6.2 63.7 7.5 65.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.2 4.4 5.5 3.3 2.3 2.5 Green Extension Time ( g e ), s 0.0 0.1 0.1 0.1 0.0 0.0 0.1 0.0 Phase Call Probability 0.69 0.95 0.85 0.98 0.37 0.59 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 47 49 75 25 18 114 113 35 247 245 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1739 1781 1666 1781 1870 1834 1781 1870 1852 Queue Service Time ( g s ), s 2.2 2.4 3.5 1.3 0.3 2.0 2.0 0.5 4.4 4.4 Cycle Queue Clearance Time ( g c ), s 2.2 2.4 3.5 1.3 0.3 2.0 2.0 0.5 4.4 4.4 Green Ratio ( g/C )0.11 0.06 0.12 0.07 0.69 0.66 0.66 0.70 0.68 0.68 Capacity ( c ), veh/h 214 110 230 123 672 1241 1216 889 1268 1256 Volume-to-Capacity Ratio ( X )0.218 0.443 0.326 0.203 0.027 0.092 0.093 0.040 0.195 0.195 Back of Queue ( Q ), ft/ln ( 50 th percentile)23.5 26.7 38 13.2 2.2 17.7 17.6 4 38.8 38.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.9 1.1 1.5 0.5 0.1 0.7 0.7 0.2 1.5 1.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.23 0.00 0.38 0.00 0.01 0.00 0.00 0.01 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.7 40.6 36.4 39.2 4.6 5.4 5.4 4.1 5.4 5.4 Incremental Delay ( d 2 ), s/veh 0.2 1.0 0.3 0.3 0.0 0.1 0.2 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.9 41.7 36.7 39.5 4.6 5.6 5.6 4.1 5.7 5.7 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 39.3 D 37.4 D 5.5 A 5.6 A Intersection Delay, s/veh / LOS 12.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.33 B 1.88 B 1.89 B Bicycle LOS Score / LOS 0.65 A 0.65 A 0.69 A 0.92 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 10:08:15 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2027 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2027 Bk PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 59 26 20 46 32 98 26 487 74 50 352 58 Signal Information Green Yellow Red 3.0 1.4 58.3 4.2 0.5 6.5 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 8.8 11.0 8.2 10.5 7.0 62.3 8.4 63.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.9 3.8 4.2 6.4 2.4 2.8 Green Extension Time ( g e ), s 0.1 0.2 0.0 0.2 0.0 0.0 0.1 0.0 Phase Call Probability 0.79 0.99 0.71 0.99 0.50 0.74 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 63 38 49 85 28 280 274 53 204 200 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1795 1795 1701 1795 1885 1841 1795 1885 1836 Queue Service Time ( g s ), s 2.9 1.8 2.2 4.4 0.4 5.5 5.6 0.8 3.7 3.7 Cycle Queue Clearance Time ( g c ), s 2.9 1.8 2.2 4.4 0.4 5.5 5.6 0.8 3.7 3.7 Green Ratio ( g/C )0.13 0.08 0.12 0.07 0.68 0.65 0.65 0.70 0.66 0.66 Capacity ( c ), veh/h 206 140 214 123 733 1221 1193 673 1251 1218 Volume-to-Capacity Ratio ( X )0.304 0.273 0.229 0.690 0.038 0.229 0.230 0.079 0.163 0.164 Back of Queue ( Q ), ft/ln ( 50 th percentile)31.1 20 24.2 47.5 3.4 50.7 49.9 6.2 33 32.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.2 0.8 1.0 1.9 0.1 2.0 2.0 0.2 1.3 1.3 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.31 0.00 0.24 0.00 0.01 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 35.8 39.1 35.9 40.8 4.8 6.6 6.6 4.4 5.7 5.7 Incremental Delay ( d 2 ), s/veh 0.3 0.4 0.2 2.6 0.0 0.4 0.5 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.1 39.5 36.1 43.3 4.8 7.0 7.0 4.5 6.0 6.0 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 37.4 D 40.7 D 6.9 A 5.8 A Intersection Delay, s/veh / LOS 12.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.36 B 2.35 B 1.94 B 1.88 B Bicycle LOS Score / LOS 0.65 A 0.71 A 0.97 A 0.86 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 10:15:21 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total AM PHF 0.88 Urban Street Cottonwood Road Analysis Year 2027 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2027 Tot AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 48 28 38 66 9 30 16 193 27 31 424 35 Signal Information Green Yellow Red 2.2 1.3 59.6 4.5 0.6 5.8 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 8.5 9.8 9.1 10.4 6.2 63.6 7.5 64.9 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.5 4.6 5.5 3.4 2.3 2.5 Green Extension Time ( g e ), s 0.0 0.1 0.1 0.1 0.0 0.0 0.1 0.0 Phase Call Probability 0.74 0.96 0.85 0.98 0.37 0.59 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 55 52 75 27 18 117 116 35 247 246 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1747 1781 1681 1781 1870 1832 1781 1870 1855 Queue Service Time ( g s ), s 2.5 2.6 3.5 1.4 0.3 2.0 2.1 0.5 4.4 4.4 Cycle Queue Clearance Time ( g c ), s 2.5 2.6 3.5 1.4 0.3 2.0 2.1 0.5 4.4 4.4 Green Ratio ( g/C )0.11 0.06 0.12 0.07 0.69 0.66 0.66 0.70 0.68 0.68 Capacity ( c ), veh/h 215 112 229 120 670 1239 1213 883 1266 1256 Volume-to-Capacity Ratio ( X )0.254 0.465 0.328 0.228 0.027 0.094 0.096 0.040 0.195 0.196 Back of Queue ( Q ), ft/ln ( 50 th percentile)27.5 28.7 38 14.4 2.2 18.2 18 4 39 38.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.1 1.1 1.5 0.6 0.1 0.7 0.7 0.2 1.5 1.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.28 0.00 0.38 0.00 0.01 0.00 0.00 0.01 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.5 40.6 36.4 39.5 4.6 5.5 5.5 4.1 5.4 5.4 Incremental Delay ( d 2 ), s/veh 0.2 1.1 0.3 0.4 0.0 0.2 0.2 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.7 41.7 36.7 39.8 4.6 5.6 5.6 4.1 5.8 5.8 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 39.2 D 37.5 D 5.6 A 5.6 A Intersection Delay, s/veh / LOS 12.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.34 B 1.88 B 1.89 B Bicycle LOS Score / LOS 0.66 A 0.66 A 0.69 A 0.92 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 8:29:15 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2027 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2027 Tot PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 64 29 20 46 35 98 26 490 74 50 356 64 Signal Information Green Yellow Red 3.0 1.4 58.0 4.2 0.7 6.7 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 8.9 11.3 8.2 10.7 7.0 62.0 8.4 63.4 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.1 3.7 4.2 6.5 2.5 2.8 Green Extension Time ( g e ), s 0.1 0.2 0.0 0.2 0.0 0.0 0.1 0.0 Phase Call Probability 0.82 0.99 0.71 0.99 0.50 0.74 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 68 36 49 88 28 281 276 53 201 198 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1837 1795 1707 1795 1885 1842 1795 1885 1851 Queue Service Time ( g s ), s 3.1 1.7 2.2 4.5 0.5 5.6 5.6 0.8 3.6 3.7 Cycle Queue Clearance Time ( g c ), s 3.1 1.7 2.2 4.5 0.5 5.6 5.6 0.8 3.6 3.7 Green Ratio ( g/C )0.13 0.08 0.12 0.07 0.68 0.64 0.64 0.69 0.66 0.66 Capacity ( c ), veh/h 209 150 221 127 733 1215 1187 667 1245 1222 Volume-to-Capacity Ratio ( X )0.325 0.241 0.221 0.697 0.038 0.232 0.233 0.080 0.161 0.162 Back of Queue ( Q ), ft/ln ( 50 th percentile)33.7 18.8 24.1 49.3 3.5 51.9 51 6.3 32.9 32.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.3 0.7 1.0 2.0 0.1 2.1 2.0 0.2 1.3 1.3 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.34 0.00 0.24 0.00 0.01 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 35.6 38.7 35.8 40.7 4.8 6.7 6.7 4.5 5.8 5.8 Incremental Delay ( d 2 ), s/veh 0.3 0.3 0.2 2.6 0.0 0.4 0.5 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.0 39.0 36.0 43.3 4.9 7.1 7.1 4.6 6.1 6.1 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 37.0 D 40.7 D 7.0 A 5.9 A Intersection Delay, s/veh / LOS 12.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.36 B 2.37 B 1.94 B 1.88 B Bicycle LOS Score / LOS 0.66 A 0.71 A 0.97 A 0.86 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 8:31:55 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background AM PHF 0.88 Urban Street Cottonwood Road Analysis Year 2042 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2042 Bk AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 58 35 54 93 9 43 22 166 36 44 494 46 Signal Information Green Yellow Red 2.8 1.5 57.1 4.8 1.6 6.1 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 8.8 10.1 10.5 11.8 6.8 61.1 8.3 62.6 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.0 6.0 6.9 3.8 2.4 2.8 Green Extension Time ( g e ), s 0.1 0.2 0.1 0.2 0.0 0.0 0.1 0.0 Phase Call Probability 0.81 0.99 0.93 1.00 0.46 0.71 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 66 78 106 36 25 107 105 50 298 293 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1718 1781 1656 1781 1870 1797 1781 1870 1837 Queue Service Time ( g s ), s 3.0 4.0 4.9 1.8 0.4 2.0 2.1 0.8 5.9 6.0 Cycle Queue Clearance Time ( g c ), s 3.0 4.0 4.9 1.8 0.4 2.0 2.1 0.8 5.9 6.0 Green Ratio ( g/C )0.12 0.07 0.14 0.09 0.67 0.63 0.63 0.68 0.65 0.65 Capacity ( c ), veh/h 236 117 240 143 599 1187 1140 880 1218 1196 Volume-to-Capacity Ratio ( X )0.279 0.668 0.441 0.254 0.042 0.090 0.092 0.057 0.245 0.245 Back of Queue ( Q ), ft/ln ( 50 th percentile)33.1 44.1 53.1 19 3.4 18.7 18.5 6.4 54.7 54 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.3 1.7 2.1 0.7 0.1 0.7 0.7 0.3 2.2 2.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.33 0.00 0.53 0.00 0.01 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.0 40.9 35.5 38.4 5.4 6.4 6.4 4.7 6.5 6.5 Incremental Delay ( d 2 ), s/veh 0.2 2.4 0.5 0.3 0.0 0.2 0.2 0.0 0.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.3 43.4 35.9 38.7 5.4 6.5 6.6 4.7 7.0 7.0 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 40.1 D 36.7 D 6.4 A 6.8 A Intersection Delay, s/veh / LOS 14.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.33 B 1.90 B 1.89 B Bicycle LOS Score / LOS 0.73 A 0.72 A 0.68 A 1.02 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 8:36:51 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2042 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2042 Bk PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 84 36 28 65 46 139 36 587 104 71 396 82 Signal Information Green Yellow Red 3.7 1.4 54.3 4.9 0.4 9.2 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 9.4 13.7 8.9 13.2 7.7 58.3 9.1 59.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.9 4.7 5.0 8.9 2.7 3.3 Green Extension Time ( g e ), s 0.1 0.4 0.1 0.4 0.1 0.0 0.1 0.0 Phase Call Probability 0.89 1.00 0.82 1.00 0.62 0.85 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 89 57 69 133 38 346 336 76 236 230 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1778 1795 1693 1795 1885 1829 1795 1885 1822 Queue Service Time ( g s ), s 3.9 2.7 3.0 6.9 0.7 8.0 8.0 1.3 4.9 5.0 Cycle Queue Clearance Time ( g c ), s 3.9 2.7 3.0 6.9 0.7 8.0 8.0 1.3 4.9 5.0 Green Ratio ( g/C )0.16 0.11 0.16 0.10 0.64 0.60 0.60 0.66 0.62 0.62 Capacity ( c ), veh/h 220 191 254 174 659 1137 1103 575 1167 1127 Volume-to-Capacity Ratio ( X )0.405 0.300 0.272 0.766 0.058 0.304 0.305 0.131 0.202 0.204 Back of Queue ( Q ), ft/ln ( 50 th percentile)42.8 29.2 32.8 73.5 5.7 78.3 76.4 10.8 47 45.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 1.2 1.3 2.9 0.2 3.1 3.0 0.4 1.9 1.8 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.43 0.00 0.33 0.00 0.02 0.00 0.00 0.04 0.00 0.00 Uniform Delay ( d 1 ), s/veh 33.5 37.0 33.3 39.3 6.0 8.7 8.7 5.8 7.5 7.5 Incremental Delay ( d 2 ), s/veh 0.4 0.3 0.2 2.7 0.0 0.7 0.7 0.0 0.4 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 34.0 37.4 33.6 42.0 6.0 9.4 9.4 5.9 7.9 7.9 Level of Service (LOS)C D C D A A A A A A Approach Delay, s/veh / LOS 35.3 D 39.1 D 9.2 A 7.6 A Intersection Delay, s/veh / LOS 14.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.37 B 2.36 B 1.96 B 1.89 B Bicycle LOS Score / LOS 0.73 A 0.82 A 1.08 A 0.93 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 8:39:43 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total AM PHF 0.88 Urban Street Cottonwood Road Analysis Year 2042 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2042 Tot AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 105 44 63 95 17 43 36 190 41 44 504 66 Signal Information Green Yellow Red 3.8 0.4 56.2 6.6 0.6 6.4 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 11.2 11.0 10.6 10.4 7.8 60.2 8.3 60.6 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 7.5 6.7 7.0 4.3 2.7 2.9 Green Extension Time ( g e ), s 0.1 0.2 0.1 0.2 0.1 0.0 0.1 0.0 Phase Call Probability 0.95 1.00 0.93 1.00 0.64 0.71 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 119 93 108 45 41 121 119 50 310 304 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1726 1781 1695 1781 1870 1805 1781 1870 1826 Queue Service Time ( g s ), s 5.5 4.7 5.0 2.3 0.7 2.3 2.4 0.9 6.6 6.7 Cycle Queue Clearance Time ( g c ), s 5.5 4.7 5.0 2.3 0.7 2.3 2.4 0.9 6.6 6.7 Green Ratio ( g/C )0.15 0.08 0.14 0.07 0.67 0.62 0.62 0.67 0.63 0.63 Capacity ( c ), veh/h 284 134 214 120 586 1167 1126 846 1176 1148 Volume-to-Capacity Ratio ( X )0.420 0.697 0.504 0.380 0.070 0.104 0.106 0.059 0.264 0.264 Back of Queue ( Q ), ft/ln ( 50 th percentile)59.4 52.3 54.4 24.5 5.6 22.1 21.9 6.7 62.9 61.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.3 2.1 2.1 1.0 0.2 0.9 0.9 0.3 2.5 2.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.59 0.00 0.54 0.00 0.02 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 34.8 40.5 35.3 39.9 5.5 6.8 6.8 5.0 7.4 7.4 Incremental Delay ( d 2 ), s/veh 0.4 2.4 0.7 0.7 0.0 0.2 0.2 0.0 0.5 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 35.2 42.9 36.0 40.7 5.5 7.0 7.0 5.0 8.0 8.0 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 38.6 D 37.4 D 6.8 A 7.8 A Intersection Delay, s/veh / LOS 16.0 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.35 B 1.90 B 1.91 B Bicycle LOS Score / LOS 0.84 A 0.74 A 0.72 A 1.04 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 8:49:11 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2042 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2042 Tot PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 128 54 37 72 76 139 88 609 108 71 433 156 Signal Information Green Yellow Red 5.1 0.3 50.1 5.1 2.6 10.8 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 11.7 17.4 9.1 14.8 9.4 54.4 9.1 54.1 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 7.8 5.3 5.3 10.4 3.9 3.5 Green Extension Time ( g e ), s 0.1 0.4 0.1 0.4 0.2 0.0 0.1 0.0 Phase Call Probability 0.97 1.00 0.85 1.00 0.90 0.85 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 136 76 77 165 94 360 350 76 289 274 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1807 1795 1727 1795 1885 1827 1795 1885 1767 Queue Service Time ( g s ), s 5.8 3.3 3.3 8.4 1.9 9.3 9.4 1.5 7.2 7.3 Cycle Queue Clearance Time ( g c ), s 5.8 3.3 3.3 8.4 1.9 9.3 9.4 1.5 7.2 7.3 Green Ratio ( g/C )0.21 0.15 0.18 0.12 0.62 0.56 0.56 0.61 0.56 0.56 Capacity ( c ), veh/h 267 268 301 207 594 1056 1024 505 1049 983 Volume-to-Capacity Ratio ( X )0.511 0.281 0.254 0.796 0.158 0.341 0.342 0.150 0.275 0.278 Back of Queue ( Q ), ft/ln ( 50 th percentile)62.5 36.5 35.5 90.6 16.2 94.9 92.4 13.2 73.5 70 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.5 1.4 1.4 3.6 0.6 3.8 3.7 0.5 2.9 2.8 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.63 0.00 0.35 0.00 0.06 0.00 0.00 0.04 0.00 0.00 Uniform Delay ( d 1 ), s/veh 30.8 34.1 31.9 38.5 7.3 10.8 10.8 7.8 10.4 10.5 Incremental Delay ( d 2 ), s/veh 0.6 0.2 0.2 2.7 0.0 0.9 0.9 0.1 0.7 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.3 34.3 32.1 41.2 7.3 11.6 11.7 7.8 11.1 11.2 Level of Service (LOS)C C C D A B B A B B Approach Delay, s/veh / LOS 32.4 C 38.3 D 11.1 B 10.7 B Intersection Delay, s/veh / LOS 16.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.37 B 2.38 B 1.97 B 1.91 B Bicycle LOS Score / LOS 0.84 A 0.89 A 1.15 A 1.01 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 8:51:21 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2021 North/South Street Cottonwood Road Time Analyzed Existing AM Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)5 7 58 41 4 10 1 46 191 42 0 31 377 13 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)79 62 53 35 Capacity, c (veh/h)636 532 1104 1300 v/c Ratio 0.12 0.12 0.05 0.03 95% Queue Length, Q₉₅ (veh)0.4 0.4 0.2 0.1 Control Delay (s/veh)11.5 12.6 8.4 7.8 Level of Service (LOS)B B A A Approach Delay (s/veh)11.5 12.6 1.4 0.6 Approach LOS B B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:32:58 AMFallon Ex AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2021 North/South Street Cottonwood Road Time Analyzed Existing PM Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)8 7 59 45 9 41 2 64 487 59 3 32 335 9 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)79 101 70 37 Capacity, c (veh/h)576 418 1178 939 v/c Ratio 0.14 0.24 0.06 0.04 95% Queue Length, Q₉₅ (veh)0.5 0.9 0.2 0.1 Control Delay (s/veh)12.2 16.4 8.3 9.0 Level of Service (LOS)B C A A Approach Delay (s/veh)12.2 16.4 0.9 0.8 Approach LOS B C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:33:25 AMFallon Ex PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2027 North/South Street Cottonwood Road Time Analyzed Background AM Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)6 8 65 46 4 11 1 51 213 47 0 35 421 15 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 69 58 39 Capacity, c (veh/h)590 489 1056 1266 v/c Ratio 0.15 0.14 0.06 0.03 95% Queue Length, Q₉₅ (veh)0.5 0.5 0.2 0.1 Control Delay (s/veh)12.2 13.6 8.6 7.9 Level of Service (LOS)B B A A Approach Delay (s/veh)12.2 13.6 1.4 0.6 Approach LOS B B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:41:37 AMFallon 2027 Bk AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2027 North/South Street Cottonwood Road Time Analyzed Background PM Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)9 8 66 50 10 46 2 71 544 66 3 36 374 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)88 113 78 41 Capacity, c (veh/h)519 371 1136 885 v/c Ratio 0.17 0.30 0.07 0.05 95% Queue Length, Q₉₅ (veh)0.6 1.3 0.2 0.1 Control Delay (s/veh)13.3 18.9 8.4 9.3 Level of Service (LOS)B C A A Approach Delay (s/veh)13.3 18.9 0.9 0.9 Approach LOS B C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 5/23/2022 10:42:44 AMFallon 2027 Bk PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2027 North/South Street Cottonwood Road Time Analyzed Total AM Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)10 12 112 46 6 11 1 65 213 47 0 35 421 18 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)151 71 74 39 Capacity, c (veh/h)593 421 1053 1266 v/c Ratio 0.25 0.17 0.07 0.03 95% Queue Length, Q₉₅ (veh)1.0 0.6 0.2 0.1 Control Delay (s/veh)13.1 15.3 8.7 7.9 Level of Service (LOS)B C A A Approach Delay (s/veh)13.1 15.3 1.8 0.6 Approach LOS B C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:57:35 AMFallon 2027 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2027 North/South Street Cottonwood Road Time Analyzed Total PM Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)12 11 96 50 14 46 2 120 544 66 3 36 374 15 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)127 117 130 41 Capacity, c (veh/h)473 300 1136 885 v/c Ratio 0.27 0.39 0.11 0.05 95% Queue Length, Q₉₅ (veh)1.1 1.8 0.4 0.1 Control Delay (s/veh)15.4 24.4 8.6 9.3 Level of Service (LOS)C C A A Approach Delay (s/veh)15.4 24.4 1.4 0.8 Approach LOS C C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 8:58:24 AMFallon 2027 Tot PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2042 North/South Street Cottonwood Road Time Analyzed Background AM Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)8 11 91 65 6 16 1 72 201 66 0 49 494 20 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)124 98 82 55 Capacity, c (veh/h)518 382 980 1258 v/c Ratio 0.24 0.26 0.08 0.04 95% Queue Length, Q₉₅ (veh)0.9 1.0 0.3 0.1 Control Delay (s/veh)14.1 17.6 9.0 8.0 Level of Service (LOS)B C A A Approach Delay (s/veh)14.1 17.6 1.9 0.7 Approach LOS B C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 9:00:54 AMFallon 2042 Bk AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2042 North/South Street Cottonwood Road Time Analyzed Background PM Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)13 11 93 71 14 65 2 101 667 93 3 50 428 14 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)124 160 110 56 Capacity, c (veh/h)393 268 1080 772 v/c Ratio 0.32 0.59 0.10 0.07 95% Queue Length, Q₉₅ (veh)1.3 3.5 0.3 0.2 Control Delay (s/veh)18.3 36.4 8.7 10.0 Level of Service (LOS)C E A B Approach Delay (s/veh)18.3 36.4 1.0 1.1 Approach LOS C E Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 9:03:09 AMFallon 2042 Bk PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2042 North/South Street Cottonwood Road Time Analyzed Total AM Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)36 20 185 67 10 20 1 92 211 71 0 58 494 32 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.32 3.52 4.02 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)271 109 104 65 Capacity, c (veh/h)484 249 967 1240 v/c Ratio 0.56 0.44 0.11 0.05 95% Queue Length, Q₉₅ (veh)3.4 2.1 0.4 0.2 Control Delay (s/veh)21.5 30.3 9.2 8.1 Level of Service (LOS)C D A A Approach Delay (s/veh)21.5 30.3 2.3 0.8 Approach LOS C D Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 9:06:09 AMFallon 2042 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Fallon St & Cottonwood Rd Agency/Co.Jurisdiction Date Performed 8/27/2021 East/West Street Fallon Street Analysis Year 2042 North/South Street Cottonwood Road Time Analyzed Total PM Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)39 20 181 78 29 80 2 175 704 97 3 59 428 58 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)255 199 188 66 Capacity, c (veh/h)175 108 1039 745 v/c Ratio 1.46 1.84 0.18 0.09 95% Queue Length, Q₉₅ (veh)16.0 16.0 0.7 0.3 Control Delay (s/veh)283.7 479.9 9.2 10.3 Level of Service (LOS)F F A B Approach Delay (s/veh)283.7 479.9 1.7 1.2 Approach LOS F F Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 9:07:49 AMFallon 2042 Tot PM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Sep 28, 2021 Area Type Other Jurisdiction Time Period Recommended PHF 0.89 Urban Street Cottonwood Road Analysis Year 2042 Analysis Period 1> 7:00 Intersection Fallon Street & Cottonw…File Name Fallon 2042 Tot AM -Rec.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 36 20 185 67 10 20 92 211 71 58 494 32 Signal Information Green Yellow Red 4.8 0.7 51.6 3.8 1.3 11.8 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 7.8 15.8 9.1 17.1 9.5 56.3 8.8 55.6 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.3 3.1 3.3 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 3.7 11.4 5.2 3.0 4.0 3.3 Green Extension Time ( g e ), s 0.0 0.4 0.1 0.4 0.2 0.0 0.1 0.0 Phase Call Probability 0.64 1.00 0.85 1.00 0.92 0.80 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 40 174 75 22 103 147 142 65 289 286 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1617 1781 1716 1781 1870 1755 1781 1870 1848 Queue Service Time ( g s ), s 1.7 9.4 3.2 1.0 2.0 3.2 3.3 1.3 7.0 7.0 Cycle Queue Clearance Time ( g c ), s 1.7 9.4 3.2 1.0 2.0 3.2 3.3 1.3 7.0 7.0 Green Ratio ( g/C )0.17 0.13 0.19 0.15 0.63 0.58 0.58 0.63 0.57 0.57 Capacity ( c ), veh/h 311 212 212 249 605 1087 1020 744 1072 1059 Volume-to-Capacity Ratio ( X )0.130 0.822 0.354 0.090 0.171 0.135 0.139 0.088 0.269 0.270 Back of Queue ( Q ), ft/ln ( 50 th percentile)18.6 96.9 34.9 10.7 16.9 31.8 30.5 10.7 70.2 68.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.7 3.8 1.4 0.4 0.7 1.3 1.2 0.4 2.8 2.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.37 0.00 0.70 0.00 0.06 0.00 0.00 0.04 0.00 0.00 Uniform Delay ( d 1 ), s/veh 31.5 38.1 31.5 33.3 6.7 8.6 8.6 6.6 9.7 9.7 Incremental Delay ( d 2 ), s/veh 0.1 3.0 0.4 0.1 0.0 0.3 0.3 0.0 0.6 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.5 41.1 31.9 33.4 6.7 8.8 8.9 6.7 10.3 10.3 Level of Service (LOS)C D C C A A A A B B Approach Delay, s/veh / LOS 39.3 D 32.2 C 8.3 A 10.0 A Intersection Delay, s/veh / LOS 15.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.32 B 1.89 B 1.95 B Bicycle LOS Score / LOS 0.84 A 0.65 A 0.81 A 1.02 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 9:08:26 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Sep 28, 2021 Area Type Other Jurisdiction Time Period Recommended PHF 0.94 Urban Street Cottonwood Road Analysis Year 2042 Analysis Period 1> 7:00 Intersection Fallon Street & Cottonw…File Name Fallon 2042 Tot PM -Rec.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 39 20 181 78 29 80 175 704 97 59 494 58 Signal Information Green Yellow Red 4.8 1.3 51.6 3.9 1.4 11.2 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 7.9 15.2 9.2 16.5 10.0 56.9 8.8 55.6 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.3 3.1 3.3 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 3.8 10.6 5.6 7.2 5.7 3.2 Green Extension Time ( g e ), s 0.0 0.5 0.1 0.5 0.3 0.0 0.1 0.0 Phase Call Probability 0.65 1.00 0.87 1.00 0.99 0.79 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 41 161 83 105 186 420 406 63 289 282 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1631 1795 1672 1795 1885 1823 1795 1885 1832 Queue Service Time ( g s ), s 1.8 8.6 3.6 5.2 3.7 10.6 10.6 1.2 7.0 7.0 Cycle Queue Clearance Time ( g c ), s 1.8 8.6 3.6 5.2 3.7 10.6 10.6 1.2 7.0 7.0 Green Ratio ( g/C )0.17 0.12 0.18 0.14 0.64 0.59 0.59 0.63 0.57 0.57 Capacity ( c ), veh/h 234 202 219 233 620 1107 1071 473 1080 1050 Volume-to-Capacity Ratio ( X )0.177 0.795 0.378 0.453 0.300 0.379 0.379 0.133 0.268 0.269 Back of Queue ( Q ), ft/ln ( 50 th percentile)19.2 88.1 38.5 53 31.1 105.7 101.8 10.3 69.7 67.7 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.8 3.5 1.5 2.1 1.2 4.2 4.1 0.4 2.8 2.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.38 0.00 0.77 0.00 0.10 0.00 0.00 0.04 0.00 0.00 Uniform Delay ( d 1 ), s/veh 32.2 38.3 32.0 35.6 6.9 9.9 9.9 7.3 9.7 9.7 Incremental Delay ( d 2 ), s/veh 0.1 2.7 0.4 0.5 0.1 1.0 1.0 0.0 0.6 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 32.3 41.0 32.4 36.1 7.0 10.8 10.9 7.4 10.3 10.3 Level of Service (LOS)C D C D A B B A B B Approach Delay, s/veh / LOS 39.2 D 34.5 C 10.1 B 10.0 B Intersection Delay, s/veh / LOS 15.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.32 B 1.89 B 1.95 B Bicycle LOS Score / LOS 0.82 A 0.80 A 1.32 A 1.01 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 9:11:20 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Existing AM PHF 0.93 Urban Street Huffine Lane Analysis Year 2021 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine Ex AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 256 886 127 66 732 63 150 255 80 211 198 236 Signal Information Green Yellow Red 5.4 0.7 65.4 11.5 3.6 13.2 4.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 14.2 74.2 9.4 69.4 15.5 17.2 19.2 20.9 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 9.8 4.0 11.5 12.3 15.1 13.3 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 0.1 1.0 0.0 1.0 Phase Call Probability 1.00 0.91 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.15 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 275 519 506 71 414 408 161 161 156 227 175 162 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1824 1781 1870 1842 1781 1870 1782 1781 1870 1643 Queue Service Time ( g s ), s 7.8 19.1 19.1 2.0 15.5 15.5 9.5 10.0 10.3 13.1 10.7 11.3 Cycle Queue Clearance Time ( g c ), s 7.8 19.1 19.1 2.0 15.5 15.5 9.5 10.0 10.3 13.1 10.7 11.3 Green Ratio ( g/C )0.65 0.58 0.58 0.59 0.55 0.55 0.21 0.11 0.11 0.25 0.14 0.14 Capacity ( c ), veh/h 487 1093 1066 365 1020 1004 262 207 197 311 263 231 Volume-to-Capacity Ratio ( X )0.565 0.474 0.475 0.194 0.406 0.407 0.615 0.778 0.795 0.729 0.666 0.702 Back of Queue ( Q ), ft/ln ( 50 th percentile)65.2 191.1 183.7 18.3 159.2 154.8 102.6 118 113.8 153 122.9 113.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.6 7.5 7.3 0.7 6.3 6.2 4.0 4.6 4.6 6.0 4.8 4.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.19 0.00 0.00 0.07 0.00 0.00 0.68 0.00 0.00 0.56 0.00 0.00 Uniform Delay ( d 1 ), s/veh 11.1 14.3 14.3 11.8 15.9 15.9 42.0 51.9 52.1 39.4 48.9 49.2 Incremental Delay ( d 2 ), s/veh 0.4 1.5 1.5 0.1 1.2 1.2 0.9 2.4 2.8 6.6 1.1 1.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 11.4 15.8 15.8 11.9 17.1 17.2 42.9 54.3 54.8 46.0 50.0 50.6 Level of Service (LOS)B B B B B B D D D D D D Approach Delay, s/veh / LOS 14.9 B 16.7 B 50.6 D 48.6 D Intersection Delay, s/veh / LOS 26.6 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.31 B 2.43 B 2.35 B 2.39 B Bicycle LOS Score / LOS 1.56 B 1.22 A 0.88 A 0.95 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 11:03:07 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Existing PM PHF 0.96 Urban Street Huffine Lane Analysis Year 2021 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine Ex PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 218 1060 111 120 1089 191 157 188 86 116 176 182 Signal Information Green Yellow Red 5.9 2.2 72.0 9.0 2.6 12.3 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 12.1 78.2 9.9 76.0 15.6 18.9 13.0 16.3 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 7.7 5.1 11.6 9.7 9.1 11.5 Green Extension Time ( g e ), s 0.3 0.0 0.2 0.0 0.1 0.8 0.1 0.8 Phase Call Probability 1.00 0.98 1.00 1.00 0.98 1.00 Max Out Probability 0.00 0.00 0.17 0.00 0.01 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 227 589 578 125 629 611 164 124 120 121 144 135 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1849 1795 1885 1829 1795 1885 1759 1795 1885 1672 Queue Service Time ( g s ), s 5.7 20.8 20.9 3.1 24.0 24.1 9.6 7.4 7.7 7.1 8.9 9.5 Cycle Queue Clearance Time ( g c ), s 5.7 20.8 20.9 3.1 24.0 24.1 9.6 7.4 7.7 7.1 8.9 9.5 Green Ratio ( g/C )0.67 0.62 0.62 0.65 0.60 0.60 0.20 0.12 0.12 0.18 0.10 0.10 Capacity ( c ), veh/h 362 1166 1143 356 1131 1097 260 233 218 245 193 171 Volume-to-Capacity Ratio ( X )0.628 0.506 0.506 0.352 0.556 0.557 0.630 0.530 0.551 0.494 0.745 0.791 Back of Queue ( Q ), ft/ln ( 50 th percentile)47.6 201.7 196.7 26.4 236.9 229.4 103.8 85.3 82.4 77.3 104.7 99.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.9 8.0 7.9 1.0 9.4 9.2 4.1 3.4 3.3 3.1 4.2 4.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.14 0.00 0.00 0.10 0.00 0.00 0.69 0.00 0.00 0.28 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.5 12.7 12.7 10.3 14.4 14.4 42.3 49.3 49.4 43.7 52.3 52.6 Incremental Delay ( d 2 ), s/veh 0.7 1.6 1.6 0.2 2.0 2.0 1.0 0.7 0.8 0.6 2.2 3.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 13.1 14.3 14.3 10.6 16.4 16.5 43.3 50.0 50.2 44.3 54.5 55.7 Level of Service (LOS)B B B B B B D D D D D E Approach Delay, s/veh / LOS 14.1 B 15.9 B 47.4 D 51.8 D Intersection Delay, s/veh / LOS 22.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.30 B 2.38 B 2.44 B 2.38 B Bicycle LOS Score / LOS 1.64 B 1.61 B 0.82 A 0.82 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 11:06:43 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background AM PHF 0.93 Urban Street Huffine Lane Analysis Year 2027 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2027 Bk AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 286 989 142 74 817 70 167 285 89 236 221 264 Signal Information Green Yellow Red 5.6 2.1 62.0 12.5 3.5 14.3 4.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 15.7 72.1 9.6 66.0 16.5 18.3 20.0 21.8 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 11.3 4.5 12.4 13.2 16.6 15.7 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 0.1 1.1 0.0 1.1 Phase Call Probability 1.00 0.93 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.49 0.01 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 308 571 559 80 477 466 180 176 172 254 211 192 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1831 1781 1870 1825 1781 1870 1792 1781 1870 1619 Queue Service Time ( g s ), s 9.3 22.8 22.8 2.5 19.9 19.9 10.4 11.0 11.2 14.6 13.0 13.7 Cycle Queue Clearance Time ( g c ), s 9.3 22.8 22.8 2.5 19.9 19.9 10.4 11.0 11.2 14.6 13.0 13.7 Green Ratio ( g/C )0.63 0.57 0.57 0.56 0.52 0.52 0.22 0.12 0.12 0.27 0.15 0.15 Capacity ( c ), veh/h 442 1061 1039 322 966 942 263 223 214 324 278 240 Volume-to-Capacity Ratio ( X )0.696 0.538 0.538 0.247 0.494 0.494 0.683 0.790 0.804 0.782 0.761 0.798 Back of Queue ( Q ), ft/ln ( 50 th percentile)80.4 232.2 224.5 22.6 209.7 201.6 116.4 129.2 124.5 178.5 150.7 136.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.2 9.1 9.0 0.9 8.3 8.1 4.6 5.1 5.0 7.0 5.9 5.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.23 0.00 0.00 0.08 0.00 0.00 0.78 0.00 0.00 0.65 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.0 16.2 16.2 13.7 18.8 18.8 41.0 51.4 51.5 38.7 49.0 49.3 Incremental Delay ( d 2 ), s/veh 0.7 2.0 2.0 0.1 1.8 1.9 3.0 2.4 2.7 10.8 1.6 2.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 14.8 18.1 18.2 13.9 20.7 20.7 44.0 53.7 54.1 49.4 50.7 51.7 Level of Service (LOS)B B B B C C D D D D D D Approach Delay, s/veh / LOS 17.4 B 20.1 C 50.6 D 50.5 D Intersection Delay, s/veh / LOS 28.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.42 B 2.33 B 2.42 B Bicycle LOS Score / LOS 1.67 B 1.33 A 0.92 A 1.03 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 11:07:14 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background PM PHF 0.96 Urban Street Huffine Lane Analysis Year 2027 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2027 Bk PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 243 1184 124 134 1216 213 175 210 96 130 197 203 Signal Information Green Yellow Red 5.9 3.1 69.3 9.9 2.7 13.0 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 13.0 76.4 9.9 73.3 16.6 19.8 13.9 17.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 8.7 5.8 12.6 10.4 9.9 12.2 Green Extension Time ( g e ), s 0.4 0.0 0.2 0.0 0.1 0.9 0.1 0.9 Phase Call Probability 1.00 0.99 1.00 1.00 0.99 1.00 Max Out Probability 0.00 0.00 0.58 0.00 0.02 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 253 649 640 140 689 674 182 135 131 135 156 146 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1856 1795 1885 1838 1795 1885 1769 1795 1885 1685 Queue Service Time ( g s ), s 6.7 25.0 25.1 3.8 29.2 29.4 10.6 8.1 8.4 7.9 9.6 10.2 Cycle Queue Clearance Time ( g c ), s 6.7 25.0 25.1 3.8 29.2 29.4 10.6 8.1 8.4 7.9 9.6 10.2 Green Ratio ( g/C )0.66 0.60 0.60 0.63 0.58 0.58 0.22 0.13 0.13 0.19 0.11 0.11 Capacity ( c ), veh/h 329 1137 1119 312 1088 1061 275 248 233 259 205 183 Volume-to-Capacity Ratio ( X )0.770 0.571 0.572 0.448 0.633 0.636 0.663 0.546 0.564 0.523 0.760 0.800 Back of Queue ( Q ), ft/ln ( 50 th percentile)80.6 246.6 242.4 32.9 297.8 290.8 117 92.8 89.8 85.8 113 107 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.2 9.8 9.7 1.3 11.8 11.6 4.6 3.7 3.6 3.4 4.5 4.3 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.23 0.00 0.00 0.12 0.00 0.00 0.78 0.00 0.00 0.31 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 14.4 14.4 12.6 16.9 16.9 41.2 48.8 48.9 42.7 52.0 52.2 Incremental Delay ( d 2 ), s/veh 1.4 2.1 2.1 0.4 2.8 2.9 2.4 0.7 0.8 0.6 2.2 3.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.6 16.5 16.6 13.0 19.7 19.8 43.6 49.5 49.7 43.3 54.1 55.3 Level of Service (LOS)B B B B B B D D D D D E Approach Delay, s/veh / LOS 17.0 B 19.1 B 47.2 D 51.2 D Intersection Delay, s/veh / LOS 25.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.41 B 2.48 B 2.41 B Bicycle LOS Score / LOS 1.76 B 1.73 B 0.86 A 0.85 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 5/23/2022 11:20:30 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total AM PHF 0.93 Urban Street Huffine Lane Analysis Year 2027 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2027 Tot AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 290 989 142 74 817 77 167 288 89 260 228 280 Signal Information Green Yellow Red 5.6 2.3 61.6 12.5 3.5 14.5 4.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 15.9 72.0 9.6 65.6 16.5 18.5 20.0 22.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 11.4 4.5 12.4 13.3 18.0 16.2 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 0.1 1.1 0.0 1.2 Phase Call Probability 1.00 0.93 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.49 0.01 1.00 0.01 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 312 571 559 80 475 464 180 178 174 280 219 198 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1831 1781 1870 1827 1781 1870 1792 1781 1870 1618 Queue Service Time ( g s ), s 9.4 22.9 22.9 2.5 19.9 19.9 10.4 11.1 11.3 16.0 13.5 14.2 Cycle Queue Clearance Time ( g c ), s 9.4 22.9 22.9 2.5 19.9 19.9 10.4 11.1 11.3 16.0 13.5 14.2 Green Ratio ( g/C )0.63 0.57 0.57 0.56 0.51 0.51 0.22 0.12 0.12 0.27 0.15 0.15 Capacity ( c ), veh/h 444 1059 1037 322 961 939 259 225 216 324 280 242 Volume-to-Capacity Ratio ( X )0.702 0.539 0.539 0.247 0.495 0.495 0.692 0.790 0.804 0.862 0.782 0.818 Back of Queue ( Q ), ft/ln ( 50 th percentile)82.3 232.6 225 22.8 209.6 202.1 116.9 130.2 125.6 216.6 156.9 141.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.2 9.2 9.0 0.9 8.3 8.1 4.6 5.1 5.0 8.5 6.2 5.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.24 0.00 0.00 0.08 0.00 0.00 0.78 0.00 0.00 0.79 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.2 16.2 16.2 13.9 19.0 19.0 40.9 51.3 51.4 39.5 49.1 49.4 Incremental Delay ( d 2 ), s/veh 0.8 2.0 2.0 0.1 1.8 1.9 3.4 2.4 2.7 19.6 1.8 2.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 14.9 18.2 18.3 14.0 20.8 20.9 44.3 53.7 54.1 59.1 51.0 52.0 Level of Service (LOS)B B B B C C D D D E D D Approach Delay, s/veh / LOS 17.5 B 20.3 C 50.6 D 54.5 D Intersection Delay, s/veh / LOS 30.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.43 B 2.34 B 2.42 B Bicycle LOS Score / LOS 1.68 B 1.33 A 0.93 A 1.06 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 9:15:06 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total PM PHF 0.96 Urban Street Huffine Lane Analysis Year 2027 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2027 Tot PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 259 1184 124 134 1216 238 175 218 96 145 203 213 Signal Information Green Yellow Red 6.1 3.7 66.8 10.7 1.8 14.9 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 13.8 74.5 10.1 70.8 16.5 20.7 14.7 18.9 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 9.4 6.0 12.5 10.5 10.7 14.0 Green Extension Time ( g e ), s 0.4 0.0 0.2 0.0 0.1 1.0 0.1 0.9 Phase Call Probability 1.00 0.99 1.00 1.00 0.99 1.00 Max Out Probability 0.00 0.00 0.51 0.00 0.05 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 270 649 640 140 716 695 182 140 135 151 182 168 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1856 1795 1885 1818 1795 1885 1772 1795 1885 1641 Queue Service Time ( g s ), s 7.4 26.0 26.1 4.0 32.6 32.9 10.5 8.3 8.5 8.7 11.3 12.0 Cycle Queue Clearance Time ( g c ), s 7.4 26.0 26.1 4.0 32.6 32.9 10.5 8.3 8.5 8.7 11.3 12.0 Green Ratio ( g/C )0.65 0.59 0.59 0.61 0.56 0.56 0.23 0.14 0.14 0.21 0.12 0.12 Capacity ( c ), veh/h 315 1107 1090 304 1049 1011 273 263 247 277 234 204 Volume-to-Capacity Ratio ( X )0.857 0.587 0.588 0.460 0.682 0.687 0.668 0.531 0.548 0.544 0.779 0.822 Back of Queue ( Q ), ft/ln ( 50 th percentile)108 260.8 256.4 35.3 339.9 330.3 115.6 94.9 91.7 93.4 131.5 122.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)4.3 10.4 10.3 1.4 13.5 13.2 4.6 3.8 3.7 3.7 5.2 4.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.31 0.00 0.00 0.13 0.00 0.00 0.77 0.00 0.00 0.34 0.00 0.00 Uniform Delay ( d 1 ), s/veh 21.3 15.6 15.6 13.7 19.0 19.1 40.5 48.0 48.1 40.9 51.0 51.3 Incremental Delay ( d 2 ), s/veh 2.6 2.3 2.3 0.4 3.6 3.8 2.5 0.6 0.7 0.6 2.1 3.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 23.9 17.9 17.9 14.1 22.6 22.9 43.0 48.6 48.8 41.5 53.1 54.4 Level of Service (LOS)C B B B C C D D D D D D Approach Delay, s/veh / LOS 19.0 B 22.0 C 46.4 D 50.0 D Intersection Delay, s/veh / LOS 27.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.37 B 2.45 B 2.41 B Bicycle LOS Score / LOS 1.77 B 1.77 B 0.86 A 0.90 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 9:20:31 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background AM PHF 0.93 Urban Street Huffine Lane Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2042 Bk AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 286 989 142 74 817 70 167 285 89 236 221 264 Signal Information Green Yellow Red 5.6 2.5 59.6 12.3 3.7 16.3 4.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 16.1 70.1 9.6 63.6 16.3 20.3 20.0 24.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 11.7 4.6 12.2 15.3 16.3 12.4 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 0.1 1.0 0.0 1.1 Phase Call Probability 1.00 0.93 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.39 0.02 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 308 558 550 80 471 461 180 207 195 254 169 159 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1843 1781 1870 1832 1781 1870 1719 1781 1870 1697 Queue Service Time ( g s ), s 9.7 22.9 22.9 2.6 20.3 20.3 10.2 12.9 13.3 14.3 9.9 10.4 Cycle Queue Clearance Time ( g c ), s 9.7 22.9 22.9 2.6 20.3 20.3 10.2 12.9 13.3 14.3 9.9 10.4 Green Ratio ( g/C )0.61 0.55 0.55 0.54 0.50 0.50 0.24 0.14 0.14 0.28 0.17 0.17 Capacity ( c ), veh/h 436 1030 1015 317 929 910 310 254 234 322 312 283 Volume-to-Capacity Ratio ( X )0.705 0.542 0.542 0.251 0.507 0.507 0.580 0.813 0.836 0.787 0.540 0.563 Back of Queue ( Q ), ft/ln ( 50 th percentile)85.7 236.2 229.8 24 217.3 210.1 109.6 151.6 144.2 174.8 112.9 105.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.4 9.3 9.2 0.9 8.6 8.4 4.3 6.0 5.8 6.9 4.4 4.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.24 0.00 0.00 0.09 0.00 0.00 0.73 0.00 0.00 0.64 0.00 0.00 Uniform Delay ( d 1 ), s/veh 15.1 17.3 17.3 14.8 20.3 20.3 39.1 50.4 50.5 37.1 45.8 46.0 Incremental Delay ( d 2 ), s/veh 0.8 2.0 2.1 0.2 2.0 2.0 0.6 2.9 4.6 11.3 0.5 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 15.9 19.3 19.3 15.0 22.3 22.4 39.7 53.3 55.2 48.4 46.3 46.6 Level of Service (LOS)B B B B C C D D E D D D Approach Delay, s/veh / LOS 18.6 B 21.7 C 49.7 D 47.3 D Intersection Delay, s/veh / LOS 29.2 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.52 C 2.34 B 2.45 B Bicycle LOS Score / LOS 1.66 B 1.32 A 0.97 A 0.97 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 10:37:11 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Background PM PHF 0.96 Urban Street Huffine Lane Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2042 Bk PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 243 1184 124 134 1216 213 175 210 96 130 197 203 Signal Information Green Yellow Red 5.9 2.8 70.8 10.0 2.8 11.7 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Float Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 12.8 77.6 9.9 74.8 16.8 18.5 14.0 15.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 8.5 5.7 12.7 9.6 10.0 11.0 Green Extension Time ( g e ), s 0.3 0.0 0.1 0.0 0.1 0.7 0.1 0.7 Phase Call Probability 1.00 0.99 1.00 1.00 0.99 1.00 Max Out Probability 0.01 0.00 0.67 0.00 0.02 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 253 631 627 140 671 661 182 124 122 135 138 133 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1872 1795 1885 1852 1795 1885 1813 1795 1885 1731 Queue Service Time ( g s ), s 6.5 23.4 23.4 3.7 27.2 27.3 10.7 7.4 7.6 8.0 8.6 9.0 Cycle Queue Clearance Time ( g c ), s 6.5 23.4 23.4 3.7 27.2 27.3 10.7 7.4 7.6 8.0 8.6 9.0 Green Ratio ( g/C )0.67 0.61 0.61 0.64 0.59 0.59 0.21 0.12 0.12 0.18 0.10 0.10 Capacity ( c ), veh/h 341 1156 1148 327 1112 1092 277 228 219 256 184 169 Volume-to-Capacity Ratio ( X )0.742 0.546 0.546 0.426 0.604 0.605 0.659 0.545 0.557 0.529 0.751 0.784 Back of Queue ( Q ), ft/ln ( 50 th percentile)69.5 228 224.8 31.2 273.2 267.7 118.6 85.9 83.9 87 101 97.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.8 9.0 9.0 1.2 10.8 10.7 4.7 3.4 3.4 3.5 4.0 3.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.20 0.00 0.00 0.11 0.00 0.00 0.79 0.00 0.00 0.32 0.00 0.00 Uniform Delay ( d 1 ), s/veh 16.1 13.5 13.5 11.6 15.7 15.7 42.1 49.7 49.7 43.8 52.7 52.9 Incremental Delay ( d 2 ), s/veh 2.9 1.9 1.9 0.3 2.4 2.5 2.4 0.8 0.8 0.6 2.3 3.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.1 15.4 15.4 11.9 18.1 18.2 44.5 50.4 50.6 44.4 55.0 55.9 Level of Service (LOS)B B B B B B D D D D E E Approach Delay, s/veh / LOS 16.0 B 17.6 B 47.9 D 51.8 D Intersection Delay, s/veh / LOS 24.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.34 B 2.45 B 2.52 C 2.46 B Bicycle LOS Score / LOS 1.73 B 1.70 B 0.84 A 0.82 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 10:43:37 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total AM PHF 0.93 Urban Street Huffine Lane Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2042 Tot AM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 288 1060 166 74 857 90 177 295 89 307 219 210 Signal Information Green Yellow Red 5.6 2.1 62.3 13.2 2.8 14.0 4.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 15.7 72.4 9.6 66.3 17.2 18.0 20.0 20.8 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 11.3 4.4 13.1 13.2 18.0 10.2 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 0.1 0.8 0.0 0.9 Phase Call Probability 1.00 0.93 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 310 605 595 80 499 487 190 176 173 330 135 132 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1837 1781 1870 1827 1781 1870 1811 1781 1870 1792 Queue Service Time ( g s ), s 9.3 24.7 24.7 2.4 21.0 21.0 11.1 11.0 11.2 16.0 8.0 8.2 Cycle Queue Clearance Time ( g c ), s 9.3 24.7 24.7 2.4 21.0 21.0 11.1 11.0 11.2 16.0 8.0 8.2 Green Ratio ( g/C )0.63 0.57 0.57 0.57 0.52 0.52 0.23 0.12 0.12 0.26 0.14 0.14 Capacity ( c ), veh/h 430 1066 1047 305 971 948 317 218 211 322 263 252 Volume-to-Capacity Ratio ( X )0.720 0.567 0.568 0.261 0.514 0.514 0.601 0.805 0.816 1.025 0.515 0.527 Back of Queue ( Q ), ft/ln ( 50 th percentile)80.6 250.9 243.5 22.5 221 213.1 120.2 129.5 125.6 167.9 92.3 89.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.2 9.9 9.7 0.9 8.7 8.5 4.7 5.1 5.0 6.6 3.6 3.6 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.23 0.00 0.00 0.08 0.00 0.00 0.80 0.00 0.00 0.61 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.6 16.4 16.4 14.0 18.9 18.9 40.5 51.7 51.7 43.0 47.8 47.9 Incremental Delay ( d 2 ), s/veh 0.9 2.2 2.2 0.2 1.9 2.0 1.2 2.7 2.9 56.7 0.6 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 15.4 18.6 18.6 14.2 20.9 20.9 41.6 54.3 54.7 99.8 48.4 48.5 Level of Service (LOS)B B B B C C D D D F D D Approach Delay, s/veh / LOS 18.0 B 20.4 C 49.9 D 76.8 E Intersection Delay, s/veh / LOS 32.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.34 B 2.52 C 2.35 B 2.47 B Bicycle LOS Score / LOS 1.73 B 1.37 A 0.93 A 0.98 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 10:46:22 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Total PM PHF 0.96 Urban Street Huffine Lane Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2042 Tot PM.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 247 1250 146 134 1364 287 212 247 96 196 219 210 Signal Information Green Yellow Red 6.0 3.5 67.1 14.1 1.0 12.4 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Float Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 13.5 74.6 10.0 71.1 19.0 17.3 18.1 16.4 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 9.2 6.0 15.0 10.9 14.0 11.6 Green Extension Time ( g e ), s 0.2 0.0 0.1 0.0 0.0 0.8 0.1 0.8 Phase Call Probability 1.00 0.99 1.00 1.00 1.00 1.00 Max Out Probability 0.03 0.00 1.00 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 257 679 671 140 773 759 221 143 141 204 148 142 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1861 1795 1885 1837 1795 1885 1822 1795 1885 1747 Queue Service Time ( g s ), s 7.2 27.8 27.9 4.0 36.8 37.4 13.0 8.8 8.9 12.0 9.2 9.6 Cycle Queue Clearance Time ( g c ), s 7.2 27.8 27.9 4.0 36.8 37.4 13.0 8.8 8.9 12.0 9.2 9.6 Green Ratio ( g/C )0.65 0.59 0.59 0.61 0.56 0.56 0.23 0.11 0.11 0.22 0.10 0.10 Capacity ( c ), veh/h 287 1109 1094 288 1053 1026 311 209 202 292 194 180 Volume-to-Capacity Ratio ( X )0.896 0.612 0.613 0.484 0.734 0.740 0.711 0.685 0.696 0.698 0.762 0.791 Back of Queue ( Q ), ft/ln ( 50 th percentile)129.4 279.5 275.5 35.2 387.3 381.3 149.8 102.3 100.2 136.8 108.1 104.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)5.1 11.1 11.0 1.4 15.4 15.3 5.9 4.1 4.0 5.4 4.3 4.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.37 0.00 0.00 0.13 0.00 0.00 1.00 0.00 0.00 0.50 0.00 0.00 Uniform Delay ( d 1 ), s/veh 23.9 15.9 15.9 14.4 19.8 19.9 41.2 51.3 51.4 41.7 52.4 52.6 Incremental Delay ( d 2 ), s/veh 15.9 2.5 2.6 0.5 4.5 4.8 5.6 1.5 1.6 4.5 2.3 2.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 39.8 18.4 18.5 14.8 24.4 24.7 46.8 52.8 53.0 46.2 54.7 55.5 Level of Service (LOS)D B B B C C D D D D D E Approach Delay, s/veh / LOS 21.9 C 23.7 C 50.2 D 51.4 D Intersection Delay, s/veh / LOS 29.4 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.35 B 2.47 B 2.57 C 2.45 B Bicycle LOS Score / LOS 1.81 B 1.87 B 0.90 A 0.90 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 10:49:02 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Recommended Total AM PHF 0.93 Urban Street Huffine Lane Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2042 Tot AM -Rec.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 288 1060 166 74 857 90 177 295 89 307 245 266 Signal Information Green Yellow Red 5.6 1.7 64.7 12.1 1.0 14.9 4.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 3.0 1.1 4.0 1.1 4.0 Phase Duration, s 15.3 74.5 9.6 68.7 17.1 19.9 16.1 18.9 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 10.8 4.3 13.0 13.0 11.8 13.9 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 0.1 1.1 0.3 1.0 Phase Call Probability 1.00 0.93 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.94 0.00 0.30 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 310 605 595 80 922 65 190 176 173 330 183 173 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1837 1781 1781 1610 1781 1870 1811 1730 1870 1706 Queue Service Time ( g s ), s 8.8 23.7 23.7 2.3 19.3 2.3 11.0 10.8 11.0 9.8 11.4 11.9 Cycle Queue Clearance Time ( g c ), s 8.8 23.7 23.7 2.3 19.3 2.3 11.0 10.8 11.0 9.8 11.4 11.9 Green Ratio ( g/C )0.65 0.59 0.59 0.59 0.54 0.54 0.23 0.13 0.13 0.23 0.12 0.12 Capacity ( c ), veh/h 457 1098 1078 316 1921 868 280 247 239 519 232 212 Volume-to-Capacity Ratio ( X )0.677 0.551 0.552 0.251 0.480 0.074 0.680 0.712 0.721 0.636 0.788 0.817 Back of Queue ( Q ), ft/ln ( 50 th percentile)74.4 237.4 230 21 184.6 20 123 125.4 121.4 102.3 133.5 125.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.9 9.3 9.2 0.8 7.3 0.8 4.8 4.9 4.9 4.0 5.3 5.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.21 0.00 0.00 0.08 0.00 0.00 0.61 0.00 0.00 0.37 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.7 15.1 15.1 12.8 17.2 13.3 40.2 49.9 50.0 40.5 51.0 51.2 Incremental Delay ( d 2 ), s/veh 0.7 2.0 2.0 0.2 0.9 0.2 3.2 1.4 1.5 0.7 2.3 2.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 13.4 17.1 17.2 12.9 18.0 13.4 43.5 51.3 51.5 41.3 53.3 54.2 Level of Service (LOS)B B B B B B D D D D D D Approach Delay, s/veh / LOS 16.4 B 17.4 B 48.6 D 47.7 D Intersection Delay, s/veh / LOS 26.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.34 B 2.67 C 2.51 C 2.47 B Bicycle LOS Score / LOS 1.73 B 1.37 A 0.93 A 1.05 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 10:50:26 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Aug 27, 2021 Area Type Other Jurisdiction Time Period Recommended Total PM PHF 0.96 Urban Street Huffine Lane Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2042 Tot PM -Rec.xus Project Description Urban + Farm Commercial Subdivision Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 247 1250 146 134 1364 287 212 247 96 196 219 210 Signal Information Green Yellow Red 6.0 3.3 67.6 8.4 2.4 12.4 4.0 0.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Float Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 3.0 1.1 4.0 1.1 4.0 Phase Duration, s 13.3 74.9 10.0 71.6 18.8 22.7 12.4 16.4 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 9.0 5.9 14.7 10.5 8.2 11.6 Green Extension Time ( g e ), s 0.2 0.0 0.1 0.0 0.1 0.8 0.2 0.8 Phase Call Probability 1.00 0.99 1.00 1.00 1.00 1.00 Max Out Probability 0.02 0.00 1.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 257 679 671 140 1421 111 221 143 141 204 148 142 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1861 1795 1795 1610 1795 1885 1822 1743 1885 1747 Queue Service Time ( g s ), s 7.0 27.6 27.7 3.9 34.3 3.9 12.7 8.3 8.5 6.2 9.2 9.6 Cycle Queue Clearance Time ( g c ), s 7.0 27.6 27.7 3.9 34.3 3.9 12.7 8.3 8.5 6.2 9.2 9.6 Green Ratio ( g/C )0.65 0.59 0.59 0.61 0.56 0.56 0.24 0.16 0.16 0.17 0.10 0.10 Capacity ( c ), veh/h 304 1113 1099 289 2022 907 307 295 285 516 194 180 Volume-to-Capacity Ratio ( X )0.847 0.610 0.611 0.483 0.703 0.123 0.719 0.487 0.495 0.396 0.762 0.791 Back of Queue ( Q ), ft/ln ( 50 th percentile)118.2 276.9 273 34.7 328 33.3 147.3 95.2 93.1 64.6 108.1 104.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)4.7 11.0 10.9 1.4 13.0 1.3 5.8 3.8 3.7 2.6 4.3 4.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.34 0.00 0.00 0.13 0.00 0.00 0.74 0.00 0.00 0.23 0.00 0.00 Uniform Delay ( d 1 ), s/veh 21.5 15.7 15.7 14.2 18.9 12.3 39.9 46.2 46.3 43.7 52.4 52.6 Incremental Delay ( d 2 ), s/veh 9.5 2.5 2.5 0.5 2.1 0.3 5.9 0.5 0.5 0.2 2.3 2.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.0 18.2 18.3 14.6 21.0 12.6 45.8 46.7 46.8 43.8 54.7 55.5 Level of Service (LOS)C B B B C B D D D D D E Approach Delay, s/veh / LOS 20.3 C 19.9 B 46.3 D 50.4 D Intersection Delay, s/veh / LOS 26.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.35 B 2.62 C 2.72 C 2.45 B Bicycle LOS Score / LOS 1.81 B 1.87 B 0.90 A 0.90 A Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 10:52:59 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Huffine Lane & Road A Agency/Co.Jurisdiction Date Performed 9/15/2021 East/West Street Huffine Lane Analysis Year 2042 North/South Street Road A Time Analyzed Total AM Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 1 Configuration T T TR R Volume (veh/h)1529 1304 26 14 Percent Heavy Vehicles (%)2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.94 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)15 Capacity, c (veh/h)364 v/c Ratio 0.04 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)15.3 Level of Service (LOS)C Approach Delay (s/veh)15.3 Approach LOS C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 10:57:45 AMRoad A 2032 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Huffine Lane & Road A Agency/Co.Jurisdiction Date Performed 9/15/2021 East/West Street Huffine Lane Analysis Year 2042 North/South Street Road A Time Analyzed Total PM Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 1 Configuration T T TR R Volume (veh/h)1698 1697 96 13 Percent Heavy Vehicles (%)2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.94 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 Capacity, c (veh/h)263 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.2 Control Delay (s/veh)19.4 Level of Service (LOS)C Approach Delay (s/veh)19.4 Approach LOS C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 10:58:41 AMRoad A 2032 Tot PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Huffine Lane & Water Lily Agency/Co.Jurisdiction Date Performed 9/15/2021 East/West Street Huffine Lane Analysis Year 2042 North/South Street Water Lily Dr Time Analyzed Total AM Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 1 Configuration L T T TR R Volume (veh/h)0 10 1529 1290 14 14 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Left Only 2 Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.14 6.94 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 15 Capacity, c (veh/h)470 372 v/c Ratio 0.02 0.04 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)12.8 15.1 Level of Service (LOS)B C Approach Delay (s/veh)0.1 15.1 Approach LOS C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 10:59:47 AMWater Lily 2032 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Huffine Lane & Water Lily Agency/Co.Jurisdiction Date Performed 9/15/2021 East/West Street Huffine Lane Analysis Year 2042 North/South Street Water Lily Dr Time Analyzed Total PM Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Urban + Farm Commercial Subdivision Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 1 Configuration L T T TR R Volume (veh/h)0 37 1698 1645 52 13 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Left Only 2 Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.14 6.94 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 14 Capacity, c (veh/h)343 284 v/c Ratio 0.11 0.05 95% Queue Length, Q₉₅ (veh)0.4 0.2 Control Delay (s/veh)16.8 18.3 Level of Service (LOS)C C Approach Delay (s/veh)0.4 18.3 Approach LOS C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 11/23/2022 11:00:44 AMWater Lily 2032 Tot PM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Sep 1, 2021 Area Type Other Jurisdiction Time Period Total AM PHF 0.91 Urban Street Laurel Parkway Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Laurel P…File Name Laurel_Huffine 2042 Tot AM.xus Project Description Urban + Farm Commercial Subdiviison Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 80 1390 1228 62 149 121 Signal Information Green Yellow Red 5.3 62.2 10.5 0.0 0.0 0.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 4 Case Number 1.0 4.0 8.3 9.0 Phase Duration, s 9.3 75.5 66.2 14.5 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 0.0 3.0 Queue Clearance Time ( g s ), s 3.1 10.0 Green Extension Time ( g e ), s 0.1 0.0 0.0 0.5 Phase Call Probability 0.89 1.00 Max Out Probability 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 88 1527 695 690 164 133 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1781 1870 1853 1781 1585 Queue Service Time ( g s ), s 1.1 13.9 32.0 16.5 8.0 7.3 Cycle Queue Clearance Time ( g c ), s 1.1 13.9 32.0 16.5 8.0 7.3 Green Ratio ( g/C )0.77 0.79 0.69 0.69 0.12 0.12 Capacity ( c ), veh/h 317 2829 1292 1280 208 185 Volume-to-Capacity Ratio ( X )0.278 0.540 0.538 0.539 0.788 0.719 Back of Queue ( Q ), ft/ln ( 50 th percentile)16 45.7 119.6 117.5 86.5 69.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.6 1.8 4.7 4.7 3.4 2.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.05 0.00 0.00 0.00 0.35 0.00 Uniform Delay ( d 1 ), s/veh 10.7 3.3 6.8 6.9 38.7 38.3 Incremental Delay ( d 2 ), s/veh 0.2 0.7 1.6 1.6 2.5 2.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 10.9 4.1 8.5 8.5 41.2 40.3 Level of Service (LOS)B A A A D D Approach Delay, s/veh / LOS 4.4 A 8.5 A 0.0 40.8 D Intersection Delay, s/veh / LOS 9.4 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.63 A 1.86 B 2.19 B 2.31 B Bicycle LOS Score / LOS 1.82 B 1.63 B F Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 11:02:37 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date Sep 1, 2021 Area Type Other Jurisdiction Time Period Total PM PHF 0.95 Urban Street Laurel Parkway Analysis Year 2042 Analysis Period 1> 7:00 Intersection Huffine Lane & Laurel P…File Name Laurel_Huffine 2042 Tot PM.xus Project Description Urban + Farm Commercial Subdiviison Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 161 1593 1551 94 142 116 Signal Information Green Yellow Red 5.9 62.3 9.8 0.0 0.0 0.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 4 Case Number 1.0 4.0 8.3 9.0 Phase Duration, s 9.9 76.2 66.3 13.8 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 0.0 0.0 3.0 Queue Clearance Time ( g s ), s 4.1 9.4 Green Extension Time ( g e ), s 0.3 0.0 0.0 0.4 Phase Call Probability 0.99 1.00 Max Out Probability 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 169 1677 869 862 149 122 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1781 1870 1833 1781 1585 Queue Service Time ( g s ), s 2.1 15.8 47.4 24.6 7.4 6.7 Cycle Queue Clearance Time ( g c ), s 2.1 15.8 47.4 24.6 7.4 6.7 Green Ratio ( g/C )0.78 0.80 0.69 0.69 0.11 0.11 Capacity ( c ), veh/h 244 2859 1295 1269 193 172 Volume-to-Capacity Ratio ( X )0.696 0.587 0.671 0.679 0.774 0.711 Back of Queue ( Q ), ft/ln ( 50 th percentile)62.1 46.8 177.5 176.3 79.2 63.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.4 1.8 7.0 7.1 3.1 2.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.18 0.00 0.00 0.00 0.32 0.00 Uniform Delay ( d 1 ), s/veh 23.3 3.3 7.9 8.0 39.1 38.8 Incremental Delay ( d 2 ), s/veh 1.3 0.9 2.8 2.9 2.5 2.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 24.7 4.2 10.7 11.0 41.6 40.8 Level of Service (LOS)C A B B D D Approach Delay, s/veh / LOS 6.1 A 10.9 B 0.0 41.2 D Intersection Delay, s/veh / LOS 10.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.62 A 1.86 B 2.15 B 2.31 B Bicycle LOS Score / LOS 2.01 B 1.92 B F Copyright © 2022 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 11/23/2022 11:03:42 AM U R B A N + F A R M C O M M E R C I A L S U B D I V I S I O N T R A F F I C I M P A C T S T U D Y N O V E M B E R 2 0 2 2 A P P E N D I X APPENDIX G FALLON STREET & COTTONWOOD ROAD SIGNAL WARRANT ANALYSES HCS7 Warrants Report Project Information Analyst Cody Kerkaert Date 9/24/2021 Agency Analysis Year 2027 Jurisdiction Time Period Analyzed Project Description Fallon Street and Cottonwood Road General Major Street Direction East-West Population < 10,000 No Starting Time Interval 7 Coordinated Signal System No Median Type Divided Crashes (crashes/year)0 Major Street Speed (mi/h)35 Adequate Trials of Crash Exp. Alt.No Nearest Signal (ft)1300 Geometry and Traffic Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Number of Lanes, N 0 1 0 0 1 0 1 2 0 1 2 0 Lane Usage LTR LTR L TR L TR Vehicle Volumes Averages (veh/h)15 13 127 32 11 24 129 309 42 29 342 13 Pedestrian Averages (peds/h)0 1 0 1 Gap Averages (gaps/h)0 0 0 0 Delay (s/veh)0.0 0.0 0.0 0.0 Delay (veh-hrs)0.0 0.0 0.0 0.0 School Crossing and Roadway Network Number of Students in Highest Hour 0 Two or More Major Routes No Number of Adequate Gaps in Period 0 Weekend Counts No Number of Minutes in Period 0 5-year Growth Factor (%)2 Railroad Crossing Grade Crossing Approach None Rail Traffic (trains/day)0 Highest Volume Hour with Trains Unknown High Occupancy Buses (%)0 Distance to Stop Line (ft)Tractor-Trailer Trucks (%)2 Copyright © 2022 University of Florida. All Rights Reserved.HCS™Signal Warrants Version 7.9 Generated: 5/27/2022 8:17:44 AM 2027 Fallon & Cottonwood.xsw HCS7 Warrants Report Volume Summary Hour Major Volume Minor Volume Total Volume Peds/h Gaps/h 1A( 100%)1A( 80%)1B( 100%)1B( 80%)2( 100%)3A( 100%)3B( 100%)4A( 100%)4B( 100%) 07 -08 197 446 979 6 0 No No No No No No No No No 08 -09 231 481 1083 4 0 No No No No No No No No No 09 -10 222 371 945 6 0 No No No No No No No No No 10 -11 204 375 897 3 0 No No No No No No No No No 11 -12 232 447 1034 5 0 No No No No No No No No No 12 -13 227 479 1089 3 0 No No No No No No No No No 13 -14 231 495 1127 2 0 No No No No Yes No No No No 14 -15 236 479 1054 2 0 No No No No No No No No No 15 -16 226 539 1178 4 0 No No No No Yes No No No No 16 -17 239 638 1253 8 0 No No No No Yes No No No No 17 -18 272 753 1470 4 0 No No No No Yes No Yes No No 18 -19 189 510 999 1 0 No No No No No No No No No Total 2706 6013 13108 48 0 0 0 0 0 4 0 1 0 0 Warrants Warrant 1: Eight-Hour Vehicular Volume A. Minimum Vehicular Volumes (Both major approaches --and--higher minor approach) --or-- B. Interruption of Continuous Traffic (Both major approaches --and--higher minor approach) --or-- 80%Vehicular --and--Interruption Volumes (Both major approaches --and--higher minor approach) Warrant 2: Four-Hour Vehicular Volume Four-Hour Vehicular Volume (Both major approaches --and--higher minor approach) Warrant 3: Peak Hour A. Peak-Hour Conditions (Minor delay --and--minor volume --and--total volume) --or-- B. Peak-Hour Vehicular Volumes (Both major approaches --and--higher minor approach) Warrant 4: Pedestrian Volume A. Four Hour Volumes --or-- B. One-Hour Volumes Warrant 5: School Crossing Gaps Same Period --and-- Student Volumes Nearest Traffic Control Signal (optional) Warrant 6: Coordinated Signal System Degree of Platooning (Predominant direction or both directions) Warrant 7: Crash Experience A. Adequate trials of alternatives, observance and enforcement failed --and-- B. Reported crashes susceptible to correction by signal (12-month period) --and-- C. 80%Volumes for Warrants 1A, 1B, --or--4 are satisfied Warrant 8: Roadway Network A. Weekday Volume (Peak hour total --and--projected warrants 1, 2, or 3) --or-- B. Weekend Volume (Five hours total) Warrant 9: Grade Crossing A. Grade Crossing within 140 ft --and-- B. Peak-Hour Vehicular Volumes Copyright © 2022 University of Florida. All Rights Reserved.HCS™Signal Warrants Version 7.9 Generated: 5/27/2022 8:17:44 AM 2027 Fallon & Cottonwood.xsw