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HomeMy WebLinkAbout18_UF Commercial Subdivision_TISSEPTEMBER 2023 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 S E P T E M B E R 2 0 2 3 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 2 - Transportation Network 2 Study Area Roadways 3 Study Area Intersections 3 - Huffine Lane (US 191) 3 - Cottonwood Road 3 - Fallon Street 3 - Babcock Street 3 - Laurel Parkway 4 - Water Lily Drive 4 - Betty Lane 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 & Betty Lane 6 - Existing Study Area and Transportation System 6 - Weekday Traffic Volumes 6 - Saturday Traffic Volumes 7 - Pedestrian & Bicyclists 8 - Transit System 8 - Crash Experience 8 PROJECTED TRAFFIC 8 · Subdivision Traffic 8 - Development Trip Distribution 9 - Trip Assignment 10 · Pedestrians & Bicyclists 10 · Transit Service 10 · Non-Site Traffic 10 - Method of Projection 10 - Estimated Volumes 11 · 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 S E P T E M B E R 2 0 2 3 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 12 · Traffic Operations 12 - Capacity & Level of Service Analyses 12 · Traffic Signal Warrant Analyses 12 - Huffine Lane & Laurel Parkway 12 FINDINGS 13 · 2023 Existing Conditions 13 - Traffic Operations 13 · 2028 Background Traffic 14 - Traffic Operations 14 · 2028 Total Traffic 14 - Traffic Operations 14 · 2043 Background Traffic 15 - Traffic Operations 15 · 2043 Total Traffic 16 - Traffic Operations 16 · Recommended Improvements – Full Buildout 17 - Traffic Operations 17 · Pedestrians & Bicyclists 18 · Transit Service 18 · Compliance with Applicable Local Codes 18 CONCLUSIONS & RECOMMENDATIONS 18 · Study Area Intersections 18 · Site Accessibility 19 REFERENCES 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 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 S E P T E M B E R 2 0 2 3 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: 2023 Current Daily Traffic Figure 5: Phase 1, May Fly Development & Background Project Trip Distribution Figure 6: Phase 2 Trip Distribution Figure 7: 2028 Background Project - Traffic Assignment Figure 8: 2028 Phase 1 – Traffic Assignment Figure 9: 2028 May Fly Development – Traffic Assignment Figure 10: 2043 Phase 2 - Traffic Assignment Figure 11: Estimated 2028 Background Traffic Figure 12: Estimated 2028 Total Traffic Figure 13: Estimated 2043 Background Traffic Figure 14: Estimated 2043 Total Traffic Figure 15: Traffic Operations Summary for 2023 Existing Conditions Figure 16: Traffic Operations Summary for 2028 Background Traffic Figure 17: Traffic Operations Summary for 2028 Total Traffic Figure 18: Traffic Operations Summary for 2043 Background Traffic Figure 19: Traffic Operations Summary for 2043 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 S E P T E M B E R 2 0 2 3 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 general light industrial, single-family detached housing, multifamily housing (low-rise), multifamily housing (mid- rise), low-rise residential with 1st-floor commercial, public park, recreational community center, fire and rescue station, nursery, and fast casual 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 396 average weekday trips as well as 31 weekday AM and 37 weekday PM peak hour trips. The May Fly Development is estimated to generate a total of 418 average weekday trips as well as 25 weekday AM and 32 weekday PM peak hour trips. Phase 2 is estimated to generate a total of 12,410 average weekday trips as well as 569 weekday AM and 1,231 weekday PM peak hour trips. There is also background project traffic that will be accounted for in this study. One of the background project traffic areas included is located just north of Phase 2 of this development along Fallon Street, south of the May Fly Development. This project is estimated to generate a total of 574 average weekday trips as well as 47 weekday AM and 50 weekday PM peak hour trips. Project Traffic from the proposed Norton Ranch and West Park Neighborhood developments will also be included in this study. These projects are located north of Babcock Street. 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 ROADSEP 2023 203430 URBAN + FARM COMMERCIAL SUBDIVISION HUFFINE LANE FALLON STREET BABCOCK STREET GOOCH HILL ROADLAUREL PKWYELDORADO AVE 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 S E P T E M B E R 2 0 2 3 2 Access to the property will primarily be provided via Cottonwood Road, Huffine Lane, and Babcock Street. The proposed site layout is shown in Figure 2. · Development Horizon It is anticipated that the proposed Urban + Farm Commercial Subdivision will be under construction in 2023. 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 2043, with both phase 1 and phase 2 completed. An interim buildout year will also be analyzed in 2028 (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. 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. · 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: 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. URBAN + FARM COMMERCIAL SUBDIVISION LEGEND BACKGROUND DEVELOPMENT PHASE 2 DEVELOPMENT PHASE 1 DEVELOPMENT MAY FLY DEVELOPMENT SEP 2023 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 S E P T E M B E R 2 0 2 3 3 Study Area Roadways  Huffine Lane (US Highway 191)  Cottonwood Road  Fallon Street  Babcock Street  Laurel Parkway  Water Lily Drive  Betty Lane Study Area Intersections  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 & Betty Lane - 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. - 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. 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 S E P T E M B E R 2 0 2 3 4 - 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. - 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. - Betty Lane Betty Lane currently does not exist but will be constructed with this development. Betty Lane will be classified as a local street and have two travel lanes. Betty Lane 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 S E P T E M B E R 2 0 2 3 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 S E P T E M B E R 2 0 2 3 6 - Babcock Street & Laurel Parkway The intersection of Babcock Street and Laurel Parkway has the following characteristics:  Two-way Stop-controlled (northbound and southbound stop signs)  Eastbound Approach (From the West) – (1) Left Turn Lane and (1) Through / Right Turn Lane  Westbound Approach (From the East) – (1) Left Turn Lane and (1) Through / Right Turn Lane, estimated storage is approximately 75 feet  Northbound Approach (From the South) – (1) Left Turn Lane and (1) Through / Right Turn Lane, estimated storage is approximately 75 feet  Southbound Approach (From the North) – (1) Left Turn Lane and (1) Through / Right Turn Lane, estimated storage is approximately 100 feet - 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 & Betty Lane The intersection of Huffine Lane & Betty Lane currently does not exist. Betty Lane 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 AVEURBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 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 S E P T E M B E R 2 0 2 3 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. The intersections of Babcock Street and Cottonwood Road, Fallon Street and Cottonwood Road, Huffine Lane and Cottonwood Road, and Huffine Lane and Laurel Parkway were counted in 2021 and per the direction of MDT a growth rate of 2.5% was used to grow these volumes to an estimated current traffic volume in 2023. Count data for the intersection of Babcock Street and Laurel Parkway was developed through turning movement counts conducted by Hyalite Engineers in 2023. 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 Wednesday, August 30, 2023 and Thursday, August 31, 2023 and averaged for the two days. The counts are provided in Appendix A. Current 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, August 26, 2023. The counts are provided in Appendix B. M:\203430\Traffic Impact Study\TIS Figures.dwg2023 CURRENT 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 29,700 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 AVE158 (165) 268 (198) 84 (90) 66 (201) 769 (1144) 69 (126) 269(229) 931(1114) 133(117) (191)(185)(122) 248 208 222 48 (67) 201 (512) 44 (62) 11 (43) 4 (9) 43 (47) 5(8) 7(7) 61(62) (9)(352)(34) 14 396 33 1165 (1476) 1344(1496) 15 (24) 178 (458) 24 (69) 28 (92) 6 (30) 62 (43) 39(56) 23(24) 36(19) (54)(331)(47) 30 396 29 2 (2) 9 (12) 22 (48) 3 (6) 65(35) 1(2) 1,000 28,000 3,100 8,80010,4001,900 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION 6 (5) 22 (63) 7(5) (5)(7)(30) 4 6 50 SEP 20231,200 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 S E P T E M B E R 2 0 2 3 8 - 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. - 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, 11th Edition published by the Institute of Transportation Engineers (ITE) for estimating average vehicle trip ends based on Land Use Code 110 – General Light Industrial, Code 210 - Single- Family Detached Housing, Code 220 – Multifamily Housing (Low-Rise), Code 221 – Multifamily Housing (Mid-Rise), Code 230 – Low-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 930 – Fast Casual Restaurant. Primary purpose trips are those where the land uses on the site is the primary destination, which will 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 S E P T E M B E R 2 0 2 3 9 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. 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 Huffine Lane 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 (2028 and 2043). It will be assumed that 100% buildout will be reached by 2043 and all project traffic will be added to the site. For the 2028 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. M:\203430\Traffic Impact Study\TIS Figures.dwgPHASE 1, MAY FLY DEVELOPMENT & BACKGROUND PROJECTS 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' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 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%9% 2% 2% 15% 1% 2% 3% 1%7%2% 10%5%1% 4% 1% 14% 6% 2% 10%5% 7% 8% 5% 21% 3% 6% 5% 15% 5% 15%21% 13% 13% 21% 3% 10%5%1% 5% 22% 6%2% 5%5% 10% 20% 1% 15% 5% 1%5%17% 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 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 S E P T E M B E R 2 0 2 3 1 0 - 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. · 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. M:\203430\Traffic Impact Study\TIS Figures.dwg2028 BACKGROUND PROJECTS - 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 AVE100 150 1,000 501,20050300 203430 1" = 1000' 1 (1) 2 (1) 4 (2) 1 (1) 1 (0) 1 (3) 1(0) 1(0) 1(1) (0)(2)(1) 0 1 1 21 (24) 1 (0) 38 (56) 0 (0) 40(33) 55(48) (40)(23) 25 22 7 (4) 2(6) 7 (4) 2(6) 7 (4) 2(6) 46 (68) 15 (16) 21(24) 15(16) 69(61) (23) 22 1 (3) 3 (9) 2(6) (4)(2)(6) 7 4 11 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 90(79) 61 (91) 61 (91) (79) 90 M:\203430\Traffic Impact Study\TIS Figures.dwg2028 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' URBAN + FARM COMMERCIAL SUBDIVISION (0) 0 0 (0) 0 (0) SEP 2023 M:\203430\Traffic Impact Study\TIS Figures.dwg2028 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' URBAN + FARM COMMERCIAL SUBDIVISION (0) 0 0 (0) 0 (0) SEP 2023 M:\203430\Traffic Impact Study\TIS Figures.dwg2043 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' 730 COTTONWOOD ROAD2,450 3,800 710 1,2202,0501,230400 11 (16) 26 (37) 34 (47) 7 (10) 4 (14) 29 (106) 4(5) 4(10) 6(21) (7)(50)(14) 2 14 4 20 (71) 19 (26) 4 (5) 8 (28) 2 (7) 52(73) 22(31) 7(10) (71)(35) 20 10 14 (50) 30 (42) 10(35) 79(110) (16) 11 12 (42) 19 (26) 29(106) 10(35) (78)(110) 56 79 25 (92) 48 (68) 79(110) (16) 11 20 (71) 19 (26) 4 (5) 10 (35) 82(115) (42)(10) 12 7 10 (35) 10 (35) 20 (71) 39 (142) 4(5) 56(78) 19(26) (5)(26)(89) 4 19 64 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 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 S E P T E M B E R 2 0 2 3 1 1 - Estimated Volumes This study evaluates estimated traffic projections for the anticipated 2028 and 2043 buildout years for the proposed Urban + Farm Commercial Subdivision. Estimated background traffic volumes for the 2028 and 2043 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 (2028) and 20 (2043) year traffic projections. The 1-year AAGR percentage was determined to be 2.5%, per direction from MDT. However, growth on Huffine Lane will meet roadway capacity by the 2028 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 2028 and 2043 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 2028 and 2043 background traffic volumes to establish the estimated 2028 and 2043 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:  2023 Existing Conditions  Estimate 2028 Background Traffic  Estimated 2028 Total Traffic  Estimated 2043 Background Traffic  Estimated 2043 Total Traffic  Recommended Improvements M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2028 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' 33,600 179 (187) 303 (224) 95 (102) 75 (227) 870 (1294) 78 (143) 304(259) 1053(1260) 150(132) (216)(209)(138) 281 235 251 54 (76) 227 (579) 50 (70) 12 (49) 5 (10) 49 (53) 6(9) 8(8) 69(70) (10)(398)(38) 16 448 37 1318 (1670) 1521(1693) 17 (27) 201 (518) 27 (78) 32 (104) 7 (34) 70 (49) 44(63) 26(27) 41(21) (61)(374)(53) 34 448 33 1,100 31,600 3,500 10,00011,7002,300 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 2 (2) 10 (14) 25 (54) 3 (7) 74(40) 1(2) 7 (6) 25 (71) 8(6) (6)(8)(34) 5 6 57 1,300 M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2028 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' 1,160 COTTONWOOD ROAD33,850 31,980 4,540 10,13013,0201,4202,640 5 (5) 12 (9) 18 (19) 27 (72) 26 (54) 6 (15) 9(6) 75(40) 2(5) (6)(14)(36) 5 9 58 78 (118) 224 (544) 28 (78) 46 (92) 70 (49) 88(99) 83(77) 131(100) (105)(399) 61 472 1334(1680) 1525(1708) 108 (173) 288 (670) 50 (70) 12 (49) 21 (28) 49 (53) 29(35) 25(26) 165(148) (36)(38) 40 37 179 (187) 306 (232) 82 (251) 870 (1294) 308(274) 1053(1260) 150(132) (226)(214)(152) 297 243 276 (53) 33 32 (104) 78 (143) 95 (102) (477) 538 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 1334(1680) 1525(1708) 1334(1680) 1525(1708) M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2043 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' 34,600 79 (110) 229 (739) 72 (102) 18 (70) 100(102) (15)(477)(56) 23 549 54 25 (39) 192 (650) 39 (113) 46 (151) 10 (49) 102 (70) 64(92) 38(39) 59(31) (88)(442)(77) 49 549 48 1,600 30,600 5,000 10,00015,0002,3003,900(50)(50) 50 50 50 (50) 50(50) 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION 179 (187) 303 (224) 95 (102) 25 (177) 870 (1294) 78 (143) 254(209) 1053(1260) 150(132) (166)(209)(88) 231 255 201 1318(1670) 1521(1693) SEP 2023 3 (3) 15 (20) 36 (79) 5 (10) 107(57) 2(3) 110 (108) 36 (103) 11(8) (8)(111)(49) 7 108 82 M:\203430\Traffic Impact Study\TIS Figures.dwgESTIMATED 2043 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' 2,330 COTTONWOOD ROAD37,050 34,400 5,710 11,22017,0505,1302,700 14 (19) 136 (145) 49 (67) 43 (113) 40 (78) 34 (116) 15(13) 111(67) 8(24) (15)(161)(63) 9 122 86 45 (110) 211 (676) 43 (118) 18 (77) 104 (77) 116(165) 60(70) 66(41) (159)(477) 69 559 14 (50) 1367(1712) 10(35) 1600(1803) (16) 11 62 (92) 1337(1696) 79(166) 1531(1728) (128)(160) 106 129 25 (92) 1366(1738) (16) 11 99 (181) 248 (765) 76 (107) 28 (105) 182(217) (57)(66) 35 61 189 (222) 313 (259) 45 (248) 909 (1436) 258(214) 1109(1338) 169(158) (171)(235)(177) 235 274 265 (77) 48 46 (151) (477) 549 78 (143) 95 (102) 1600(1803) 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 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 S E P T E M B E R 2 0 2 3 1 2 - 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. 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 2023 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 2023 Existing Conditions  Figure 16: Traffic Operations Summary for 2028 Background Traffic  Figure 17: Traffic Operations Summary for 2028 Total Traffic  Figure 18: Traffic Operations Summary for 2043 Background Traffic  Figure 19: Traffic Operations Summary for 2043 Total Traffic  Figure 20: Traffic Operations Summary for Recommended Improvements – Full Buildout · Traffic Signal Warrant Analyses - 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. M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2023 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' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 A A M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2028 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 C D D 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 B A M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2028 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 PKWYDF A A E F A A DD A A C D B A AA A A A A BC D D C C E D B B 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2043 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 PKWYBB A A A B A B DC A B D D A A AA B B A A BB D D C B D D 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 B B M:\203430\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2043 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 PKWYDC 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 C C AA A A C C 0 1000'2000' URBAN + FARM COMMERCIAL SUBDIVISION SEP 2023 BB A A A B A B 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' URBAN + FARM COMMERCIAL SUBDIVISION BC D D B C D D AA A B D D BC A A C C AA A A C C DC A B D D A B SEP 2023 AA B C A A C C BB A A A B A 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 S E P T E M B E R 2 0 2 3 1 3 FINDINGS · 2023 Existing Conditions - Traffic Operations Traffic Operations Summary for 2023 Existing Conditions 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/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 S E P T E M B E R 2 0 2 3 1 4 · 2028 Background Traffic - Traffic Operations Traffic Operations Summary for 2028 Background Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB A/B/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/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/C/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. · 2028 Total Traffic - Traffic Operations Traffic Operations Summary for 2028 Total Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB A/B/A/A Laurel Parkway & Babcock Street PM NB/SB/WB/EB A/B/A/A Babcock Street & Cottonwood Road AM NB/SB/WB/EB A/B/C/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/E/D Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/A/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 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 S E P T E M B E R 2 0 2 3 1 5 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 westbound AM that operates at a LOS C. Northbound and southbound movements operate within acceptable levels of service. Fallon Street & Cottonwood Road – All southbound and northbound movements for both AM and PM peak hours operate within acceptable levels of service, all westbound and eastbound movements do not operate within acceptable levels of service, including PM traffic that fails. Huffine Lane & Cottonwood Road – All southbound and northbound movements for both AM and PM peak hours operate at a level of service D, except southbound AM that operates at a LOS E. Eastbound and westbound movements operate within acceptable levels of service. · 2043 Background Traffic - Traffic Operations Traffic Operations Summary for 2043 Background 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 B/B/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/A/D/C Fallon Street & Cottonwood Road AM NB/SB/WB/EB A/A/A/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/B/B/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, except eastbound PM that operates at a LOS C. 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 S E P T E M B E R 2 0 2 3 1 6 · 2043 Total Traffic - Traffic Operations Traffic Operations Summary for 2043 Total Traffic Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB B/C/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/A/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/B/B/B 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 Betty Lane & Huffine Lane AM SB/WB/EB C/A/A Betty Lane & 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 – Operates within acceptable levels of service. 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 & Betty Lane - 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. 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 S E P T E M B E R 2 0 2 3 1 7 · Recommended Improvements – Full Buildout The recommended improvements are for the full buildout of the Urban + Farm Commercial Subdivision for the 2043 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 Operations Traffic Operations Summary for Recommended Improvements Intersection Time Period Movement LOS Laurel Parkway & Babcock Street AM NB/SB/WB/EB B/C/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/A/B Fallon Street & Cottonwood Road PM NB/SB/WB/EB A/A/B/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/C/C Betty Lane & Huffine Lane AM SB/WB/EB C/A/A Betty Lane & 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 – Operates within acceptable levels of service. 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 & Betty Lane - 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. 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 S E P T E M B E R 2 0 2 3 1 8 · 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 – No improvements are required for this intersection. The intersection can continue to operate as it does today with no traffic mitigation. 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 – Improvements will be required to improve the level of service of this intersection. Per the direction of the City of Bozeman the geometry of the intersection will be altered to only allow right turn movements for eastbound and westbound traffic. Medians will be added at these approaches to restrict turning movements to a three-quarter turn intersection. These improvements are necessary for the 2028 development horizon. The amount of traffic that will be added from each development area to the 2028 total traffic has also been calculated to show the proportionate share added to the 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 S E P T E M B E R 2 0 2 3 1 9 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 2028. Finally, Phase 2 traffic will account for 12% of the total traffic that will be seen at the intersection in 2043. 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 & Betty Lane – 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 changes. · 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 S E P T E M B E R 2 0 2 3 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 2021). Trip Generation, 11th Edition. Washington, DC: Author. 5. Institute of Transportation Engineers. (September 2021). 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. 12. Abelin Traffic Services. (May 2022). West Park Neighborhood Traffic Impact Study. Bozeman, MT: Author. 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 S E P T E M B E R 2 0 2 3 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:0.80 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 2 10 0 0 12 0 1 3 5 1 10 0 0 4 2 1 7 0 9 2 1 0 12 41 7:45 AM 0 2 31 0 0 33 0 0 5 2 0 7 0 1 1 3 0 5 0 16 1 1 0 18 63 8:00 AM 0 2 17 1 1 21 0 1 7 9 0 17 0 0 1 2 1 4 0 11 1 1 0 13 55 8:15 AM 0 1 7 0 1 9 0 1 7 6 0 14 0 1 0 2 0 3 0 14 2 1 0 17 43 Total 0 7 65 1 2 75 0 3 22 22 1 48 0 2 6 9 2 19 0 50 6 4 0 60 202 Apprch % 0.0% 9.3% 86.7% 1.3% 2.7% 0.0% 6.3% 45.8% 45.8% 2.1%0.0% 10.5% 31.6% 47.4% 10.5% 0.0% 83.3% 10.0% 6.7% 0.0% Total % 0.0% 3.5% 32.2% 0.5% 1.0% 37.1% 0.0% 1.5% 10.9% 10.9%0.5% 23.8% 0.0% 1.0% 3.0% 4.5% 1.0% 9.4% 0.0% 24.8% 3.0% 2.0% 0.0% 29.7% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 7.4%14.3% 0.0% 0.0% 0.0% 0.0% 2.0% Out 35 Right Thru Left U-Turn 4 6 50 0 U-Turn 0 22 Right Left 7 22 Thru Thru 65 3 Left Right 1 0 U-Turn 0 2 6 9 U-Turn Left Thru Right 10 Out Count Location: Count Date: Count Time Period: Peak Hour Factor:0.90 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 1 14 1 1 17 0 2 13 12 1 28 0 0 0 1 0 1 0 5 2 1 1 9 55 5:15 PM 0 0 8 1 1 10 0 2 11 14 2 29 0 1 2 3 1 7 0 10 1 1 1 13 59 5:30 PM 0 2 7 0 1 10 0 1 7 22 1 31 0 0 1 3 0 4 0 5 2 2 0 9 54 5:45 PM 0 2 6 0 0 8 0 1 17 15 1 34 0 1 2 5 1 9 0 10 2 1 1 14 65 Total 0 5 35 2 3 45 0 6 48 63 5 122 0 2 5 12 2 21 0 30 7 5 3 45 233 Apprch % 0.0% 11.1% 77.8% 4.4% 6.7% 0.0% 4.9% 39.3% 51.6% 4.1% 0.0% 9.5% 23.8% 57.1% 9.5% 0.0% 66.7% 15.6% 11.1% 6.7% Total % 0.0% 2.1% 15.0% 0.9% 1.3% 19.3% 0.0% 2.6% 20.6% 27.0%2.1% 52.4% 0.0% 0.9% 2.1% 5.2% 0.9% 9.0% 0.0% 12.9% 3.0% 2.1% 1.3% 19.3% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 6.5% 0.0% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.0% 0.0% 0.0% 1.1% Out 73 Right Thru Left U-Turn 5 7 30 0 U-Turn 0 63 Right Left 5 48 Thru Thru 35 6 Left Right 2 0 U-Turn 0 2 5 12 U-Turn Left Thru Right 15 Out Laurel Parkway In 42 117 In220 19 Laurel Parkway Babcock StreetIn Babcock Street42 Out 55 77 Out TOTAL ENTERING VEHICLES In Southbound Laurel Parkway Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Laurel Parkway Laurel Parkway Weekday, PM Peak Period 17 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 197 Babcock Street & Laurel Parkway Wednesday, August 30 & Thursday, August 31 Northbound Eastbound Westbound Northbound Southbound 60 In Babcock StreetBabcock StreetLaurel Parkway 73In Out 28 47 In 124 Babcock Street & Laurel Parkway Wednesday, August 30 & Thursday, August 31 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Laurel Parkway Laurel Parkway 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 S E P T E M B E R 2 0 2 3 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:0.75 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 1:00 PM 0 0 4 0 3 7 0 1 3 6 1 11 0 1 2 0 0 3 0 2 1 0 1 4 25 1:15 PM 0 0 10 1 1 12 0 0 5 5 2 12 0 0 1 1 0 2 0 8 5 1 0 14 40 1:30 PM 0 1 4 0 0 5 0 1 11 5 0 17 0 0 1 0 0 1 0 1 1 0 1 3 26 1:45 PM 0 0 3 0 1 4 0 2 9 5 1 17 0 0 1 1 0 2 0 3 1 1 1 6 29 Total 0 1 21 1 5 28 0 4 28 21 4 57 0 1 5 2 0 8 0 14 8 2 3 27 120 Apprch % 0.0% 3.6% 75.0% 3.6% 17.9% 0.0% 7.0% 49.1% 36.8% 7.0% 0.0% 12.5% 62.5% 25.0% 0.0% 0.0% 51.9% 29.6% 7.4% 11.1% Total % 0.0% 0.8% 17.5% 0.8% 4.2% 23.3% 0.0% 3.3% 23.3% 17.5%3.3% 47.5% 0.0% 0.8% 4.2% 1.7% 0.0% 6.7% 0.0% 11.7% 6.7% 1.7% 2.5% 22.5% 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% 5.4% Out 27 Right Thru Left U-Turn 2 8 14 0 U-Turn 0 21 Right Left 1 28 Thru Thru 21 4 Left Right 1 0 U-Turn 0 1 5 2 U-Turn Left Thru Right 13 Out Laurel Parkway 8 In Out TOTAL ENTERING VEHICLES 108 Eastbound Westbound Northbound Southbound 24 In Babcock StreetBabcock StreetLaurel Parkway 23In Out 31 53 In 37 Babcock Street & Laurel Parkway Saturday, August 26, 2023 Saturday, Midday Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Babcock Street Babcock Street Laurel Parkway Laurel Parkway 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 S E P T E M B E R 2 0 2 3 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 11 15 13 7 20 100 100 200 Rate:Rate:Rate: TOTALS:21 4 11 15 13 7 20 100 100 200 ITE Quantity In Out Total In Out Total In Out LUC Land Use 23%77%61%39%50%50% 221 Multifamily Housing (Mid-Rise) 43 4 12 16 10 7 17 98 98 196 Rate: Rate: Rate: TOTALS:43 4 12 16 10 7 17 98 98 196 PHASE 1 TOTALS:64 8 23 31 23 14 37 198 198 396 0.37 / UNIT 0.39 / UNIT 4.54 / UNIT Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips 0.70 / UNIT 0.94 / UNIT 9.43 / UNIT Urban + Farm Subdivision - Phase 1 Traffic Impact Study Trip Generation Estimate - Phase 1 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips ITE Quantity In Out Total In Out Total In Out LUC Land Use 24%76%63%37%50%50% 220 Multifamily Housing (Low-Rise)62 6 19 25 20 12 32 209 209 418 Rate:Rate:Rate: TOTALS:62 6 19 25 20 12 32 209 209 418 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT Urban + Farm Subdivision - May Fly Townhomes Traffic Impact Study 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 110 General Light Industrial 20 13 2 15 2 11 13 49 49 98 220 Multifamily Housing (Low-Rise)933 91 289 380 304 178 482 3,151 3,151 6,302 230 Low-Rise Residential with 1st-Floor Commercial 62 6 23 29 17 6 23 108 108 216 411 Public Park 7 7 0 7 7 0 7 8 8 16 495 Recreational Community Center 25 32 16 48 30 33 63 361 361 722 575 Fire and Rescue Station 13 0 0 0 2 5 7 0 0 0 817 Nursery (Garden Center)10 13 12 25 35 35 70 341 341 682 930 Fast Casual Restaurant 45 33 32 65 311 255 566 2,187 2,187 4,374 TOTALS:1115 195 374 569 708 523 1231 6,205 6,205 12,410 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 88%12%14%86%50%50% 110 Block 13 - Lot 1 General Light Industrial 20 13 2 15 2 11 13 49 49 98 Rate:Rate:Rate: TOTALS:20 13 2 15 2 11 13 49 49 98 0.74 / 1 K SQFT 0.65 / 1 K SQFT 4.87 / UNIT Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - General Light Industrial - 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 24%76%63%37%50%50% 220 Block 1 - Lot 1 Multifamily Housing (Low-Rise)87.6 9 27 36 28 17 45 296 296 592 Rate:Rate:Rate: 220 Block 2 - Lot 1 Multifamily Housing (Low-Rise)100.8 10 31 41 33 19 52 340 340 680 Rate:Rate:Rate: 220 Block 3 - Lot 1 Multifamily Housing (Low-Rise)136.2 13 42 55 44 26 70 459 459 918 Rate:Rate:Rate: 220 Block 4 - Lot 1 Multifamily Housing (Low-Rise)91.8 9 28 37 30 17 47 310 310 620 Rate:Rate:Rate: 220 Block 5 - Lot 1 Multifamily Housing (Low-Rise)82.4 8 25 33 27 16 43 278 278 556 Rate:Rate:Rate: 220 Block 6 - Lot 1 Multifamily Housing (Low-Rise)21.2 2 7 9 7 4 11 72 72 144 Rate:Rate:Rate: 220 Block 6 - Lot 2 Multifamily Housing (Low-Rise)22.6 2 8 10 8 4 12 77 77 154 Rate:Rate:Rate: 220 Block 7 - Lot 1 Multifamily Housing (Low-Rise)114 11 35 46 37 22 59 385 385 770 Rate:Rate:Rate: 220 Block 8 - Lot 1 Multifamily Housing (Low-Rise)107 10 33 43 35 20 55 362 362 724 Rate:Rate:Rate: 220 Block 10 - Lot 1 Multifamily Housing (Low-Rise)32 3 10 13 11 6 17 109 109 218 Rate:Rate:Rate: 220 Block 11 - Lot 1 Multifamily Housing (Low-Rise)50 5 16 21 16 10 26 170 170 340 Rate:Rate:Rate: 220 Block 12 - Lot 1 Multifamily Housing (Low-Rise)18 2 6 8 6 4 10 61 61 122 Rate:Rate:Rate: 220 Block 12 - Lot 5 Multifamily Housing (Low-Rise)69 7 21 28 22 13 35 232 232 464 Rate:Rate:Rate: TOTALS:933 91 289 380 304 178 482 3151 3151 6302 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / 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 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT 0.40 / UNIT 0.51 / UNIT 6.74 / UNIT ITE Quantity In Out Total In Out Total In Out LUC Land Use 23%77%71%29%50%50% 230 Block 8 - Lot 1 Low-Rise Residential w/ Commercial 30 3 11 14 8 3 11 52 52 104 Rate:Rate:Rate: 230 Block 12 - Lot 5 Low-Rise Residential w/ Commercial 32 3 12 15 9 3 12 56 56 112 Rate:Rate:Rate: TOTALS:62 6 23 29 17 6 23 108 108 216 Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Low-Rise Residential with 1st-Floor Commercial - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips 0.44 / UNIT 0.36 / UNIT 3.44 / UNIT 0.44 / UNIT 0.36 / UNIT 3.44 / UNIT ITE Quantity In Out Total In Out Total In Out LUC Land Use 59%41%55%45%50%50% 411 Block 1 - Park A Public Park 0.39 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 2 - Park B Public Park 0.49 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 3 - Park C Public Park 1.07 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 2 - Park D Public Park 0.66 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 4 - Park E Public Park 0.59 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 7 - Park F Public Park 0.72 1 0 1 1 0 1 1 1 2 Rate:Rate:Rate: 411 Block 9 - Park G Public Park 2.85 1 0 1 1 0 1 2 2 4 Rate:Rate:Rate: TOTALS:7 7 0 7 7 0 7 8 8 16 0.02 / ACRE 0.11 / ACRE 0.78 / 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 0.02 / ACRE 0.11 / ACRE 0.78 / ACRE 0.02 / ACRE 0.11 / ACRE 0.78 / ACRE 0.02 / ACRE 0.11 / ACRE 0.78 / ACRE 0.02 / ACRE 0.11 / ACRE 0.78 / ACRE 0.02 / ACRE 0.11 / ACRE 0.78 / ACRE 0.02 / ACRE 0.11 / ACRE 0.78 / ACRE 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 32 16 48 30 33 63 361 361 722 Rate:Rate:Rate: TOTALS:25 32 16 48 30 33 63 361 361 722 1.91 / 1 K SQFT 2.50 / 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 3 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%55%45%50%50% 930 Block 9 - Lot 1 / Lot 2 Fast Casual Restaurant 30 22 21 43 207 170 377 1,458 1,458 2,916 Rate:Rate:Rate: 930 Block 12 - Lot 4 Fast Casual Restaurant 15 11 11 22 104 85 189 729 729 1,458 Rate:Rate:Rate: TOTALS:45 33 32 65 311 255 566 2187 2187 4374 Urban + Farm Commercial Subdivision - Phase 2 Traffic Impact Study Trip Generation Estimate - Fast Casual Restaurant - Phase 2 Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips 1.43 / 1 K SQFT 12.55 / 1 K SQFT 97.14 / 1 K SQFT 1.43 / 1 K SQFT 12.55 / 1 K SQFT 97.14 / 1 K SQFT 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 S E P T E M B E R 2 0 2 3 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 23%77%61%39%50%50% 221 Multifamily Housing (Mid-Rise)126 11 36 47 31 19 50 287 287 574 Rate: Rate: Rate: TOTALS:126 11 36 47 31 19 50 287 287 574 Urban + Farm Commercial Subdivision - Background Traffic Traffic Impact Study 0.37 / UNIT 0.39 / UNIT 4.54 / 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 S E P T E M B E R 2 0 2 3 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)933 197 192 389 2,130 2,130 4,260 411 Public Park 7 7 0 7 10 10 20 495 Recreational Community Center 25 15 12 27 114 114 228 817 Nursery (Garden Center)10 101 100 201 667 667 1,334 930 Fast Casual Restaurant 45 809 661 1470 0 0 0 TOTALS:1020 1129 965 2094 2,921 2,921 5,842 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 18 18 36 200 200 400 Rate:Rate: 220 Block 2 - Lot 1 Multifamily Housing (Low-Rise)100.8 21 21 42 230 230 460 Rate:Rate: 220 Block 3 - Lot 1 Multifamily Housing (Low-Rise)136.2 28 28 56 310 310 620 Rate:Rate: 220 Block 4 - Lot 1 Multifamily Housing (Low-Rise)91.8 19 19 38 209 209 418 Rate:Rate: 220 Block 5 - Lot 1 Multifamily Housing (Low-Rise)82.4 17 17 34 188 188 376 Rate:Rate: 220 Block 6 - Lot 1 Multifamily Housing (Low-Rise)21.2 5 4 9 49 49 98 Rate:Rate: 220 Block 6 - Lot 2 Multifamily Housing (Low-Rise)22.6 5 5 10 52 52 104 Rate:Rate: 220 Block 7 - Lot 1 Multifamily Housing (Low-Rise)114.0 24 23 47 260 260 520 Rate:Rate: 220 Block 8 - Lot 1 Multifamily Housing (Low-Rise)107.4 23 22 45 245 245 490 Rate:Rate: 220 Block 10 - Lot 1 Multifamily Housing (Low-Rise)32.2 7 7 14 74 74 148 Rate:Rate: 220 Block 11 - Lot 1 Multifamily Housing (Low-Rise)50.2 11 10 21 115 115 230 Rate:Rate: 220 Block 12 - Lot 1 Multifamily Housing (Low-Rise)18.0 4 4 8 41 41 82 Rate:Rate: 220 Block 12 - Lot 5 Multifamily Housing (Low-Rise)68.6 15 14 29 157 157 314 Rate:Rate: TOTALS:933 197 192 389 2130 2130 4260 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT 0.41 / UNIT 4.55 / UNIT Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Multifamily Housing (Low-Rise) Saturday Peak Hour Saturday Daily Trips 0.41 / UNIT 4.55 / UNIT ITE Quantity In Out Total In Out LUC Land Use 55%45%50%50% 411 Block 1 - Park A Public Park 0.39 1 0 1 1 1 2 Rate:Rate: 411 Block 2 - Park B Public Park 0.49 1 0 1 1 1 2 Rate:Rate: 411 Block 3 - Park C Public Park 1.07 1 0 1 2 2 4 Rate:Rate: 411 Block 2 - Park D Public Park 0.66 1 0 1 1 1 2 Rate:Rate: 411 Block 4 - Park E Public Park 0.59 1 0 1 1 1 2 Rate:Rate: 411 Block 7 - Park F Public Park 0.72 1 0 1 1 1 2 Rate:Rate: 411 Block 9 - Park G Public Park 2.85 1 0 1 3 3 6 Rate:Rate: TOTALS:6.77 7 0 7 10 10 20 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 55%45%50%50% 930 Block 9 - Lot 1 / Lot 2 Fast Casual Restaurant 30.00 539 441 980 Rate: 930 Block 12 - Lot 4 Fast Casual Restaurant 15.00 270 220 490 Rate: TOTALS:45 809 661 1470 0 0 0 32.64 / 1 K SQFT 32.64 / 1 K SQFT Urban + Farm Commercial Subdivision Traffic Impact Study Trip Generation Estimate (Saturday) - Fast Casual 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 S E P T E M B E R 2 0 2 3 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 2023 North/South Street Laurel Parkway Time Analyzed Existing AM Peak Hour Factor 0.80 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)7 65 1 3 22 22 2 6 9 50 6 4 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 4 3 19 63 13 Capacity, c (veh/h)1550 1515 797 858 788 831 v/c Ratio 0.01 0.00 0.00 0.02 0.08 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.3 0.0 Control Delay (s/veh)7.3 7.4 9.5 9.3 10.0 9.4 Level of Service (LOS)A A A A A A Approach Delay (s/veh)0.7 0.5 9.3 9.9 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 1:06:33 PMLaurel_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 2023 North/South Street Laurel Parkway Time Analyzed Existing PM Peak Hour Factor 0.90 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 35 2 6 48 63 2 5 12 30 7 5 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 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)4.11 4.11 7.11 6.51 6.21 7.11 6.51 6.21 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)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 7 2 19 33 13 Capacity, c (veh/h)1470 1575 793 908 785 817 v/c Ratio 0.00 0.00 0.00 0.02 0.04 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.1 0.0 Control Delay (s/veh)7.5 7.3 9.6 9.0 9.8 9.5 Level of Service (LOS)A A A A A A Approach Delay (s/veh)0.9 0.4 9.1 9.7 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 1:08:53 PMLaurel_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 2028 North/South Street Laurel Parkway Time Analyzed Background AM Peak Hour Factor 0.80 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)8 74 1 3 25 25 2 7 10 57 6 5 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 4 3 21 71 14 Capacity, c (veh/h)1540 1500 772 837 761 831 v/c Ratio 0.01 0.00 0.00 0.03 0.09 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.3 0.1 Control Delay (s/veh)7.4 7.4 9.7 9.4 10.2 9.4 Level of Service (LOS)A A A A B A Approach Delay (s/veh)0.7 0.4 9.4 10.1 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 1:16:19 PMLaurel_Babcock 2028 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 2028 North/South Street Laurel Parkway Time Analyzed Background PM Peak Hour Factor 0.90 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)6 40 2 7 54 71 2 6 14 34 8 6 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 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)4.11 4.11 7.11 6.51 6.21 7.11 6.51 6.21 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)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 8 2 22 38 16 Capacity, c (veh/h)1451 1567 764 890 755 801 v/c Ratio 0.00 0.00 0.00 0.02 0.05 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.2 0.1 Control Delay (s/veh)7.5 7.3 9.7 9.1 10.0 9.6 Level of Service (LOS)A A A A B A Approach Delay (s/veh)0.9 0.4 9.2 9.9 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 1:17:56 PMLaurel_Babcock 2028 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 2028 North/South Street Laurel Parkway Time Analyzed Total AM Peak Hour Factor 0.80 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)9 75 2 6 26 27 5 12 18 58 9 5 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 8 6 38 73 18 Capacity, c (veh/h)1535 1497 748 830 721 790 v/c Ratio 0.01 0.01 0.01 0.05 0.10 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.3 0.1 Control Delay (s/veh)7.4 7.4 9.9 9.5 10.6 9.7 Level of Service (LOS)A A A A B A Approach Delay (s/veh)0.8 0.8 9.6 10.4 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 1:22:23 PMLaurel_Babcock 2028 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 2028 North/South Street Laurel Parkway Time Analyzed Total PM Peak Hour Factor 0.80 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)6 40 5 15 54 72 5 9 19 36 14 6 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 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)4.11 4.11 7.11 6.51 6.21 7.11 6.51 6.21 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)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 19 6 35 45 25 Capacity, c (veh/h)1428 1555 697 851 685 732 v/c Ratio 0.01 0.01 0.01 0.04 0.07 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 0.2 0.1 Control Delay (s/veh)7.5 7.3 10.2 9.4 10.6 10.1 Level of Service (LOS)A A B A B B Approach Delay (s/veh)0.9 0.8 9.5 10.4 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 1:24:05 PMLaurel_Babcock 2028 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 2043 North/South Street Laurel Parkway Time Analyzed Background AM Peak Hour Factor 0.80 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)11 107 2 5 36 36 3 110 15 82 108 7 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 6 4 156 103 144 Capacity, c (veh/h)1505 1448 526 656 510 663 v/c Ratio 0.01 0.00 0.01 0.24 0.20 0.22 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.9 0.7 0.8 Control Delay (s/veh)7.4 7.5 11.9 12.2 13.8 11.9 Level of Service (LOS)A A B B B B Approach Delay (s/veh)0.7 0.5 12.2 12.7 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 2:08:54 PMLaurel_Babcock 2043 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 2043 North/South Street Laurel Parkway Time Analyzed Background PM Peak Hour Factor 0.90 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)8 57 3 10 79 103 3 108 20 49 111 8 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 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)4.11 4.11 7.11 6.51 6.21 7.11 6.51 6.21 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)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 11 3 142 54 132 Capacity, c (veh/h)1376 1541 534 640 519 657 v/c Ratio 0.01 0.01 0.01 0.22 0.10 0.20 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.8 0.3 0.7 Control Delay (s/veh)7.6 7.4 11.8 12.2 12.7 11.9 Level of Service (LOS)A A B B B B Approach Delay (s/veh)0.9 0.4 12.2 12.1 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 2:10:47 PMLaurel_Babcock 2043 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 2043 North/South Street Laurel Parkway Time Analyzed Total AM Peak Hour Factor 0.80 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)15 111 8 34 40 43 14 136 49 86 122 9 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)19 43 18 231 108 164 Capacity, c (veh/h)1488 1433 407 601 350 569 v/c Ratio 0.01 0.03 0.04 0.38 0.31 0.29 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 1.8 1.3 1.2 Control Delay (s/veh)7.5 7.6 14.3 14.7 19.8 13.9 Level of Service (LOS)A A B B C B Approach Delay (s/veh)0.8 2.2 14.7 16.2 Approach LOS B C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 2:14:04 PMLaurel_Babcock 2043 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 2043 North/South Street Laurel Parkway Time Analyzed Total PM Peak Hour Factor 0.90 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)13 67 24 116 78 113 19 145 67 63 161 15 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)14 129 21 236 70 196 Capacity, c (veh/h)1352 1491 239 471 222 425 v/c Ratio 0.01 0.09 0.09 0.50 0.32 0.46 95% Queue Length, Q₉₅ (veh)0.0 0.3 0.3 2.7 1.3 2.4 Control Delay (s/veh)7.7 7.6 21.5 20.1 28.5 20.5 Level of Service (LOS)A A C C D C Approach Delay (s/veh)1.0 2.9 20.2 22.6 Approach LOS C C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/5/2023 2:15:25 PMLaurel_Babcock 2043 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 2023 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 39 23 36 62 6 28 15 178 24 29 396 30 Signal Information Green Yellow Red 2.1 1.3 60.0 4.0 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 8.0 9.7 9.0 10.6 6.1 64.0 7.4 65.3 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 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.0 4.5 5.3 3.1 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 0.67 0.94 0.83 0.97 0.35 0.56 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 44 50 70 22 17 107 106 33 235 232 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1722 1781 1665 1781 1870 1838 1781 1870 1846 Queue Service Time ( g s ), s 2.0 2.5 3.3 1.1 0.3 1.8 1.8 0.5 4.1 4.1 Cycle Queue Clearance Time ( g c ), s 2.0 2.5 3.3 1.1 0.3 1.8 1.8 0.5 4.1 4.1 Green Ratio ( g/C )0.11 0.06 0.12 0.07 0.69 0.67 0.67 0.70 0.68 0.68 Capacity ( c ), veh/h 214 109 226 123 688 1247 1225 902 1273 1257 Volume-to-Capacity Ratio ( X )0.207 0.461 0.312 0.176 0.025 0.086 0.086 0.037 0.184 0.185 Back of Queue ( Q ), ft/ln ( 50 th percentile)22.4 27.4 35.7 11.4 2 16.2 16.1 3.7 36.1 35.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.9 1.1 1.4 0.4 0.1 0.6 0.6 0.1 1.4 1.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.22 0.00 0.36 0.00 0.01 0.00 0.00 0.01 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.8 40.7 36.5 39.1 4.5 5.3 5.3 4.0 5.2 5.2 Incremental Delay ( d 2 ), s/veh 0.2 1.1 0.3 0.3 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 36.9 41.8 36.8 39.4 4.5 5.4 5.4 4.0 5.6 5.6 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 5.4 A 5.5 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 1.88 B Bicycle LOS Score / LOS 0.64 A 0.64 A 0.68 A 0.90 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 8:42:30 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 Existing PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2023 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 56 24 19 43 30 92 24 458 69 47 331 54 Signal Information Green Yellow Red 2.8 1.5 58.4 4.1 0.6 6.6 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 8.6 11.2 8.1 10.6 6.8 62.4 8.3 63.9 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 4.7 3.6 4.1 6.5 2.4 2.8 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 0.77 0.99 0.68 0.99 0.47 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 60 35 46 87 26 267 261 50 193 190 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1797 1795 1692 1795 1885 1833 1795 1885 1832 Queue Service Time ( g s ), s 2.7 1.6 2.1 4.5 0.4 5.2 5.3 0.8 3.4 3.5 Cycle Queue Clearance Time ( g c ), s 2.7 1.6 2.1 4.5 0.4 5.2 5.3 0.8 3.4 3.5 Green Ratio ( g/C )0.13 0.08 0.12 0.07 0.68 0.65 0.65 0.70 0.67 0.67 Capacity ( c ), veh/h 204 144 216 125 746 1224 1190 686 1254 1218 Volume-to-Capacity Ratio ( X )0.292 0.244 0.211 0.698 0.034 0.218 0.220 0.073 0.154 0.156 Back of Queue ( Q ), ft/ln ( 50 th percentile)29.5 18.3 22.6 48.8 3.2 47.9 46.9 5.8 30.8 30.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.2 0.7 0.9 1.9 0.1 1.9 1.9 0.2 1.2 1.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.29 0.00 0.23 0.00 0.01 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 35.7 38.8 35.9 40.7 4.8 6.5 6.5 4.4 5.6 5.6 Incremental Delay ( d 2 ), s/veh 0.3 0.3 0.2 2.6 0.0 0.4 0.4 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 39.2 36.1 43.3 4.8 6.9 6.9 4.4 5.9 5.9 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 37.2 D 40.8 D 6.8 A 5.7 A Intersection Delay, s/veh / LOS 12.5 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 0.71 A 0.94 A 0.84 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 8:57:32 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 2028 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2028 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 44 26 41 70 7 32 17 201 27 33 448 34 Signal Information Green Yellow Red 2.3 1.4 59.4 4.3 0.9 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 8.3 9.8 9.2 10.7 6.3 63.4 7.7 64.8 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 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.3 4.7 5.7 3.4 2.3 2.6 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 0.71 0.96 0.86 0.98 0.38 0.61 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 50 53 80 27 19 122 120 38 264 261 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1731 1781 1659 1781 1870 1833 1781 1870 1850 Queue Service Time ( g s ), s 2.3 2.7 3.7 1.4 0.3 2.1 2.2 0.6 4.8 4.8 Cycle Queue Clearance Time ( g c ), s 2.3 2.7 3.7 1.4 0.3 2.1 2.2 0.6 4.8 4.8 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 215 111 229 123 651 1234 1210 876 1262 1249 Volume-to-Capacity Ratio ( X )0.232 0.481 0.347 0.222 0.030 0.098 0.100 0.043 0.209 0.209 Back of Queue ( Q ), ft/ln ( 50 th percentile)25.2 29.4 40.3 14.4 2.4 19.2 19.1 4.3 42.4 42.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.0 1.2 1.6 0.6 0.1 0.8 0.8 0.2 1.7 1.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.25 0.00 0.40 0.00 0.01 0.00 0.00 0.01 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.6 40.7 36.4 39.2 4.7 5.6 5.6 4.1 5.5 5.5 Incremental Delay ( d 2 ), s/veh 0.2 1.2 0.3 0.3 0.0 0.2 0.2 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 36.8 41.9 36.7 39.6 4.7 5.7 5.7 4.2 5.9 5.9 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 39.4 D 37.4 D 5.7 A 5.8 A Intersection Delay, s/veh / LOS 12.4 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 0.66 A 0.66 A 0.70 A 0.95 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:02:26 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 Background PM PHF 0.94 Urban Street Cottonwood Road Analysis Year 2028 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2028 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 63 27 21 49 34 104 27 518 78 53 374 61 Signal Information Green Yellow Red 3.1 1.5 57.6 4.4 0.5 7.0 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 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 11.5 8.4 11.0 7.1 61.6 8.5 63.0 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 5.0 3.9 4.4 6.8 2.5 2.9 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 0.81 0.99 0.73 0.99 0.51 0.76 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 67 40 52 94 29 299 293 56 217 213 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1792 1795 1698 1795 1885 1839 1795 1885 1834 Queue Service Time ( g s ), s 3.0 1.9 2.4 4.8 0.5 6.1 6.1 0.9 4.0 4.1 Cycle Queue Clearance Time ( g c ), s 3.0 1.9 2.4 4.8 0.5 6.1 6.1 0.9 4.0 4.1 Green Ratio ( g/C )0.13 0.08 0.13 0.08 0.67 0.64 0.64 0.69 0.66 0.66 Capacity ( c ), veh/h 209 150 223 132 709 1206 1177 646 1237 1203 Volume-to-Capacity Ratio ( X )0.321 0.270 0.234 0.707 0.041 0.248 0.249 0.087 0.176 0.177 Back of Queue ( Q ), ft/ln ( 50 th percentile)33 21 25.6 52.1 3.7 57.1 56 6.8 36.6 36.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.3 0.8 1.0 2.1 0.1 2.3 2.2 0.3 1.5 1.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.33 0.00 0.26 0.00 0.01 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 35.3 38.7 35.4 40.5 5.0 6.9 6.9 4.7 6.0 6.0 Incremental Delay ( d 2 ), s/veh 0.3 0.4 0.2 2.6 0.0 0.5 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 35.7 39.0 35.6 43.1 5.0 7.4 7.5 4.7 6.3 6.4 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 36.9 D 40.4 D 7.3 A 6.2 A Intersection Delay, s/veh / LOS 12.8 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 0.66 A 0.73 A 1.00 A 0.89 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:05:08 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 2028 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2028 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 88 83 131 70 46 32 78 224 28 33 472 61 Signal Information Green Yellow Red 3.7 1.7 49.6 5.2 0.6 13.3 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 9.8 17.9 9.2 17.3 9.3 55.3 7.7 53.6 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 6.2 13.4 5.3 5.2 3.8 2.8 Green Extension Time ( g e ), s 0.1 0.5 0.1 0.6 0.1 0.0 0.0 0.0 Phase Call Probability 0.92 1.00 0.86 1.00 0.89 0.61 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 100 220 80 72 89 135 134 38 292 286 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1696 1781 1784 1781 1870 1834 1781 1870 1823 Queue Service Time ( g s ), s 4.2 11.4 3.3 3.2 1.8 3.0 3.1 0.8 7.5 7.5 Cycle Queue Clearance Time ( g c ), s 4.2 11.4 3.3 3.2 1.8 3.0 3.1 0.8 7.5 7.5 Green Ratio ( g/C )0.21 0.15 0.21 0.15 0.61 0.57 0.57 0.59 0.55 0.55 Capacity ( c ), veh/h 344 262 190 264 576 1065 1044 722 1030 1004 Volume-to-Capacity Ratio ( X )0.291 0.841 0.419 0.271 0.154 0.127 0.128 0.052 0.283 0.284 Back of Queue ( Q ), ft/ln ( 50 th percentile)44.9 121.1 36.1 34.8 15.8 30.2 30 6.9 76.4 75 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.8 4.8 1.4 1.4 0.6 1.2 1.2 0.3 3.0 3.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.45 0.00 0.36 0.00 0.06 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 29.7 37.0 30.7 34.0 7.6 9.0 9.0 7.7 10.8 10.8 Incremental Delay ( d 2 ), s/veh 0.2 2.8 0.5 0.2 0.0 0.2 0.3 0.0 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 29.8 39.8 31.3 34.2 7.6 9.2 9.3 7.8 11.5 11.5 Level of Service (LOS)C D C C A A A A B B Approach Delay, s/veh / LOS 36.7 D 32.7 C 8.8 A 11.2 B Intersection Delay, s/veh / LOS 18.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.33 B 1.90 B 1.91 B Bicycle LOS Score / LOS 1.02 A 0.74 A 0.78 A 0.99 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:15:57 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 2028 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2028 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 99 77 100 49 92 104 118 544 78 53 399 105 Signal Information Green Yellow Red 4.5 1.2 51.8 4.4 1.8 10.3 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 10.2 16.1 8.4 14.3 9.7 57.0 8.5 55.8 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 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 6.6 10.7 4.3 9.7 4.4 3.1 Green Extension Time ( g e ), s 0.1 0.6 0.0 0.6 0.2 0.0 0.1 0.0 Phase Call Probability 0.93 1.00 0.73 1.00 0.96 0.76 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 105 172 52 155 126 313 306 56 248 240 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1722 1795 1768 1795 1885 1841 1795 1885 1799 Queue Service Time ( g s ), s 4.6 8.7 2.3 7.7 2.4 7.4 7.4 1.1 5.8 5.9 Cycle Queue Clearance Time ( g c ), s 4.6 8.7 2.3 7.7 2.4 7.4 7.4 1.1 5.8 5.9 Green Ratio ( g/C )0.18 0.13 0.16 0.11 0.64 0.59 0.59 0.63 0.58 0.58 Capacity ( c ), veh/h 240 232 187 202 661 1110 1084 563 1084 1035 Volume-to-Capacity Ratio ( X )0.439 0.743 0.279 0.768 0.190 0.282 0.283 0.100 0.229 0.232 Back of Queue ( Q ), ft/ln ( 50 th percentile)49.5 92.3 24.5 85 20.2 72.8 71.4 9.2 58 56.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.0 3.7 1.0 3.4 0.8 2.9 2.8 0.4 2.3 2.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.50 0.00 0.24 0.00 0.08 0.00 0.00 0.03 0.00 0.00 Uniform Delay ( d 1 ), s/veh 32.2 37.4 32.9 38.7 6.5 9.1 9.1 6.9 9.4 9.4 Incremental Delay ( d 2 ), s/veh 0.5 1.8 0.3 2.3 0.1 0.6 0.7 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 32.7 39.2 33.2 41.0 6.6 9.8 9.8 6.9 9.8 9.9 Level of Service (LOS)C D C D A A A A A A Approach Delay, s/veh / LOS 36.7 D 39.1 D 9.2 A 9.6 A Intersection Delay, s/veh / LOS 17.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.36 B 2.36 B 1.95 B 1.90 B Bicycle LOS Score / LOS 0.95 A 0.83 A 1.10 A 0.94 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:20:08 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 2043 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2043 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 64 38 59 102 10 46 25 192 39 48 549 49 Signal Information Green Yellow Red 3.1 1.4 55.9 5.0 2.0 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 9.0 10.7 11.0 12.7 7.1 59.9 8.5 61.3 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 3.1 3.2 3.1 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.3 6.5 7.3 4.1 2.5 2.9 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 0.84 0.99 0.94 1.00 0.51 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 73 88 116 41 28 124 122 55 331 326 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1714 1781 1655 1781 1870 1798 1781 1870 1837 Queue Service Time ( g s ), s 3.3 4.5 5.3 2.1 0.5 2.4 2.5 0.9 7.0 7.1 Cycle Queue Clearance Time ( g c ), s 3.3 4.5 5.3 2.1 0.5 2.4 2.5 0.9 7.0 7.1 Green Ratio ( g/C )0.13 0.07 0.15 0.10 0.65 0.62 0.62 0.67 0.64 0.64 Capacity ( c ), veh/h 249 127 251 159 556 1161 1116 841 1190 1169 Volume-to-Capacity Ratio ( X )0.292 0.689 0.462 0.257 0.051 0.107 0.109 0.065 0.278 0.279 Back of Queue ( Q ), ft/ln ( 50 th percentile)36.2 49.1 57.7 21.1 4.1 23 22.7 7.3 66.1 65.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.4 1.9 2.3 0.8 0.2 0.9 0.9 0.3 2.6 2.6 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.36 0.00 0.58 0.00 0.02 0.00 0.00 0.02 0.00 0.00 Uniform Delay ( d 1 ), s/veh 35.5 40.7 34.7 37.7 5.8 6.9 6.9 5.1 7.2 7.2 Incremental Delay ( d 2 ), s/veh 0.2 2.5 0.5 0.3 0.0 0.2 0.2 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 35.8 43.1 35.2 38.0 5.8 7.1 7.1 5.1 7.8 7.8 Level of Service (LOS)D D D D A A A A A A Approach Delay, s/veh / LOS 39.8 D 36.0 D 7.0 A 7.6 A Intersection Delay, s/veh / LOS 14.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.33 B 1.90 B 1.90 B Bicycle LOS Score / LOS 0.75 A 0.75 A 0.71 A 1.07 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:22:08 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 2043 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2043 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 92 39 31 70 49 151 39 650 113 77 442 88 Signal Information Green Yellow Red 3.9 1.4 52.8 5.1 0.7 10.1 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 9.8 14.9 9.1 14.1 7.9 56.8 9.2 58.2 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 6.3 5.0 5.2 9.7 2.8 3.5 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 0.91 1.00 0.84 1.00 0.65 0.87 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 98 64 74 149 41 385 374 82 264 257 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1773 1795 1688 1795 1885 1826 1795 1885 1820 Queue Service Time ( g s ), s 4.3 3.0 3.2 7.7 0.8 9.5 9.6 1.5 5.8 5.9 Cycle Queue Clearance Time ( g c ), s 4.3 3.0 3.2 7.7 0.8 9.5 9.6 1.5 5.8 5.9 Green Ratio ( g/C )0.18 0.12 0.17 0.11 0.63 0.59 0.59 0.65 0.60 0.60 Capacity ( c ), veh/h 229 214 270 190 614 1107 1072 527 1135 1096 Volume-to-Capacity Ratio ( X )0.427 0.298 0.276 0.785 0.068 0.348 0.348 0.156 0.233 0.235 Back of Queue ( Q ), ft/ln ( 50 th percentile)46.2 31.9 34.9 82.1 6.6 94.6 92 12.5 56.9 55.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.8 1.3 1.4 3.3 0.3 3.8 3.6 0.5 2.3 2.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.46 0.00 0.35 0.00 0.03 0.00 0.00 0.04 0.00 0.00 Uniform Delay ( d 1 ), s/veh 32.6 36.1 32.5 38.9 6.6 9.6 9.6 6.5 8.3 8.3 Incremental Delay ( d 2 ), s/veh 0.5 0.3 0.2 2.7 0.0 0.9 0.9 0.1 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 33.1 36.4 32.7 41.6 6.6 10.5 10.5 6.6 8.8 8.8 Level of Service (LOS)C D C D A B B A A A Approach Delay, s/veh / LOS 34.4 C 38.6 D 10.3 B 8.5 A Intersection Delay, s/veh / LOS 15.4 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 0.75 A 0.86 A 1.15 A 0.99 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:28:31 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 Total AM PHF 0.88 Urban Street Cottonwood Road Analysis Year 2043 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2043 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 116 60 66 104 18 46 45 211 43 48 559 69 Signal Information Green Yellow Red 4.3 0.1 54.4 7.1 0.7 7.3 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 11.8 12.1 11.1 11.3 8.3 58.4 8.5 58.5 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 8.0 7.8 7.4 4.5 2.9 3.0 Green Extension Time ( g e ), s 0.1 0.3 0.1 0.3 0.1 0.0 0.1 0.0 Phase Call Probability 0.96 1.00 0.95 1.00 0.72 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 132 115 118 50 51 134 132 55 343 336 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1743 1781 1691 1781 1870 1806 1781 1870 1827 Queue Service Time ( g s ), s 6.0 5.8 5.4 2.5 0.9 2.8 2.8 1.0 8.0 8.0 Cycle Queue Clearance Time ( g c ), s 6.0 5.8 5.4 2.5 0.9 2.8 2.8 1.0 8.0 8.0 Green Ratio ( g/C )0.17 0.09 0.16 0.08 0.65 0.60 0.60 0.65 0.61 0.61 Capacity ( c ), veh/h 307 156 224 138 542 1130 1091 806 1133 1107 Volume-to-Capacity Ratio ( X )0.429 0.735 0.526 0.362 0.094 0.119 0.121 0.068 0.303 0.304 Back of Queue ( Q ), ft/ln ( 50 th percentile)64.5 64.1 58.5 26.5 7.5 26.6 26.3 8 77.5 76 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.5 2.5 2.3 1.0 0.3 1.0 1.0 0.3 3.1 3.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.64 0.00 0.58 0.00 0.03 0.00 0.00 0.03 0.00 0.00 Uniform Delay ( d 1 ), s/veh 33.6 39.9 34.3 39.1 6.2 7.6 7.6 5.6 8.6 8.6 Incremental Delay ( d 2 ), s/veh 0.4 2.5 0.7 0.6 0.0 0.2 0.2 0.0 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 34.0 42.4 35.0 39.7 6.2 7.8 7.8 5.6 9.3 9.3 Level of Service (LOS)C D C D A A A A A A Approach Delay, s/veh / LOS 37.9 D 36.4 D 7.6 A 9.0 A Intersection Delay, s/veh / LOS 16.7 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 0.89 A 0.77 A 0.75 A 1.09 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:32:36 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 2043 Analysis Period 1> 7:00 Intersection Babcock St & Cottonwo…File Name Babcock 2043 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 165 70 41 77 77 151 110 676 118 77 477 159 Signal Information Green Yellow Red 5.2 0.5 47.4 5.2 0.1 11.6 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 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 13.3 19.7 9.2 15.6 9.7 51.9 9.2 51.4 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 9.3 6.2 5.5 11.1 4.6 3.8 Green Extension Time ( g e ), s 0.2 0.5 0.1 0.5 0.2 0.0 0.1 0.0 Phase Call Probability 0.99 1.00 0.87 1.00 0.95 0.87 Max Out Probability 0.02 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 176 97 82 179 117 402 389 82 315 298 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1810 1795 1718 1795 1885 1824 1795 1885 1772 Queue Service Time ( g s ), s 7.3 4.2 3.5 9.1 2.6 11.4 11.4 1.8 8.5 8.6 Cycle Queue Clearance Time ( g c ), s 7.3 4.2 3.5 9.1 2.6 11.4 11.4 1.8 8.5 8.6 Green Ratio ( g/C )0.25 0.17 0.19 0.13 0.59 0.53 0.53 0.58 0.53 0.53 Capacity ( c ), veh/h 300 316 322 221 545 1002 970 448 993 934 Volume-to-Capacity Ratio ( X )0.586 0.307 0.254 0.807 0.215 0.401 0.401 0.183 0.317 0.319 Back of Queue ( Q ), ft/ln ( 50 th percentile)77.4 45.6 37.5 98.1 22.6 119.3 115.8 15.8 88.6 84.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.1 1.8 1.5 3.9 0.9 4.7 4.6 0.6 3.5 3.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.77 0.00 0.38 0.00 0.09 0.00 0.00 0.05 0.00 0.00 Uniform Delay ( d 1 ), s/veh 28.5 32.4 31.2 38.1 8.6 12.5 12.5 9.2 12.1 12.1 Incremental Delay ( d 2 ), s/veh 0.7 0.2 0.2 2.7 0.1 1.2 1.2 0.1 0.8 0.9 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 Control Delay ( d ), s/veh 29.2 32.6 31.3 40.8 8.7 13.7 13.8 9.3 12.9 13.0 Level of Service (LOS)C C C D A B B A B B Approach Delay, s/veh / LOS 30.4 C 37.8 D 13.1 B 12.5 B Intersection Delay, s/veh / LOS 18.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.37 B 2.38 B 1.97 B 1.92 B Bicycle LOS Score / LOS 0.94 A 0.92 A 1.24 A 1.06 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:38:48 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 2023 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 61 43 4 11 1 48 201 44 0 33 396 14 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)82 65 55 37 Capacity, c (veh/h)622 516 1083 1285 v/c Ratio 0.13 0.13 0.05 0.03 95% Queue Length, Q₉₅ (veh)0.5 0.4 0.2 0.1 Control Delay (s/veh)11.7 13.0 8.5 7.9 Level of Service (LOS)B B A A Approach Delay (s/veh)11.7 13.0 1.4 0.6 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 12:54:21 PMFallon 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 2023 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 62 47 9 43 2 67 512 62 3 34 352 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)82 105 73 39 Capacity, c (veh/h)560 399 1160 915 v/c Ratio 0.15 0.26 0.06 0.04 95% Queue Length, Q₉₅ (veh)0.5 1.0 0.2 0.1 Control Delay (s/veh)12.5 17.2 8.3 9.1 Level of Service (LOS)B C A A Approach Delay (s/veh)12.5 17.2 0.9 0.8 Approach LOS B C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 12:56:20 PMFallon 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 2028 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 69 49 5 12 1 54 227 50 0 37 448 16 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)93 74 62 42 Capacity, c (veh/h)571 458 1027 1246 v/c Ratio 0.16 0.16 0.06 0.03 95% Queue Length, Q₉₅ (veh)0.6 0.6 0.2 0.1 Control Delay (s/veh)12.5 14.4 8.7 8.0 Level of Service (LOS)B B A A Approach Delay (s/veh)12.5 14.4 1.4 0.6 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:06:06 PMFallon 2028 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 2028 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 70 53 10 49 2 76 579 70 3 38 398 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)93 119 83 44 Capacity, c (veh/h)496 347 1111 853 v/c Ratio 0.19 0.34 0.07 0.05 95% Queue Length, Q₉₅ (veh)0.7 1.5 0.2 0.2 Control Delay (s/veh)13.9 20.7 8.5 9.4 Level of Service (LOS)B C A A Approach Delay (s/veh)13.9 20.7 0.9 0.9 Approach LOS B C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:07:24 PMFallon 2028 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 2028 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)29 25 165 49 21 12 1 108 288 50 0 37 528 40 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)246 92 122 42 Capacity, c (veh/h)418 198 931 1175 v/c Ratio 0.59 0.47 0.13 0.04 95% Queue Length, Q₉₅ (veh)3.7 2.2 0.5 0.1 Control Delay (s/veh)25.2 38.1 9.5 8.2 Level of Service (LOS)D E A A Approach Delay (s/veh)25.2 38.1 2.3 0.5 Approach LOS D E Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:11:29 PMFallon 2028 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 2028 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)35 26 148 53 28 49 2 173 670 70 3 38 477 36 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)222 138 186 44 Capacity, c (veh/h)224 112 1015 778 v/c Ratio 0.99 1.24 0.18 0.06 95% Queue Length, Q₉₅ (veh)9.1 9.1 0.7 0.2 Control Delay (s/veh)104.7 236.0 9.3 9.9 Level of Service (LOS)F F A A Approach Delay (s/veh)104.7 236.0 1.8 0.7 Approach LOS F F Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:20:55 PMFallon 2028 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 2028 North/South Street Cottonwood Road Time Analyzed Recommended 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)165 12 1 108 288 50 0 37 528 40 Percent Heavy Vehicles (%)2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 4.1 Critical Headway (sec)6.94 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.32 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)185 13 122 42 Capacity, c (veh/h)677 820 931 1175 v/c Ratio 0.27 0.02 0.13 0.04 95% Queue Length, Q₉₅ (veh)1.1 0.1 0.5 0.1 Control Delay (s/veh)12.3 9.5 9.5 8.2 Level of Service (LOS)B A A A Approach Delay (s/veh)12.3 9.5 2.3 0.5 Approach LOS B A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:30:25 PMFallon 2028 Tot AM -Rec.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 2028 North/South Street Cottonwood Road Time Analyzed Recommended 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)148 49 2 173 670 70 3 38 477 36 Percent Heavy Vehicles (%)1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)6.92 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.31 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)157 52 186 44 Capacity, c (veh/h)728 608 1015 778 v/c Ratio 0.22 0.09 0.18 0.06 95% Queue Length, Q₉₅ (veh)0.8 0.3 0.7 0.2 Control Delay (s/veh)11.3 11.5 9.3 9.9 Level of Service (LOS)B B A A Approach Delay (s/veh)11.3 11.5 1.8 0.7 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:31:07 PMFallon 2028 Tot PM -Rec.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 2043 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)100 18 1 79 229 72 0 54 549 23 Percent Heavy Vehicles (%)2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 4.1 Critical Headway (sec)6.94 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.32 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)112 20 90 61 Capacity, c (veh/h)674 845 926 1218 v/c Ratio 0.17 0.02 0.10 0.05 95% Queue Length, Q₉₅ (veh)0.6 0.1 0.3 0.2 Control Delay (s/veh)11.4 9.4 9.3 8.1 Level of Service (LOS)B A A A Approach Delay (s/veh)11.4 9.4 2.0 0.7 Approach LOS B A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:22:58 PMFallon 2043 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 2043 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)102 70 2 110 739 102 3 56 477 15 Percent Heavy Vehicles (%)1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)6.92 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.31 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)109 74 119 63 Capacity, c (veh/h)740 561 1031 715 v/c Ratio 0.15 0.13 0.12 0.09 95% Queue Length, Q₉₅ (veh)0.5 0.5 0.4 0.3 Control Delay (s/veh)10.7 12.4 8.9 10.5 Level of Service (LOS)B B A B Approach Delay (s/veh)10.7 12.4 1.1 1.1 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:24:52 PMFallon 2043 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 2043 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)182 28 1 99 248 76 0 61 549 35 Percent Heavy Vehicles (%)2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 4.1 Critical Headway (sec)6.94 6.94 6.44 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.32 3.32 2.52 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)204 31 112 69 Capacity, c (veh/h)668 829 914 1191 v/c Ratio 0.31 0.04 0.12 0.06 95% Queue Length, Q₉₅ (veh)1.3 0.1 0.4 0.2 Control Delay (s/veh)12.8 9.5 9.5 8.2 Level of Service (LOS)B A A A Approach Delay (s/veh)12.8 9.5 2.2 0.8 Approach LOS B A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:38:49 PMFallon 2043 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 2043 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)217 105 2 181 765 107 3 66 477 57 Percent Heavy Vehicles (%)1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 6 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec)6.92 6.92 6.42 4.12 6.42 4.12 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec)3.31 3.31 2.51 2.21 2.51 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)231 112 195 73 Capacity, c (veh/h)716 548 992 694 v/c Ratio 0.32 0.20 0.20 0.11 95% Queue Length, Q₉₅ (veh)1.4 0.8 0.7 0.4 Control Delay (s/veh)12.4 13.2 9.5 10.8 Level of Service (LOS)B B A B Approach Delay (s/veh)12.4 13.2 1.6 1.2 Approach LOS B B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 1:40:01 PMFallon 2043 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 0.93 Urban Street Huffine Lane Analysis Year 2023 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 269 931 133 69 769 66 158 268 84 222 208 248 Signal Information Green Yellow Red 5.5 1.4 63.5 12.0 3.7 13.9 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 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 14.9 72.9 9.5 67.5 16.0 17.9 19.7 21.6 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 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 10.5 4.2 11.9 12.9 15.7 14.1 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 0.92 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.27 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 289 547 533 74 436 429 170 170 165 239 188 173 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1822 1781 1870 1840 1781 1870 1779 1781 1870 1636 Queue Service Time ( g s ), s 8.5 21.1 21.1 2.2 17.2 17.2 9.9 10.6 10.9 13.7 11.4 12.1 Cycle Queue Clearance Time ( g c ), s 8.5 21.1 21.1 2.2 17.2 17.2 9.9 10.6 10.9 13.7 11.4 12.1 Green Ratio ( g/C )0.64 0.57 0.57 0.57 0.53 0.53 0.22 0.12 0.12 0.26 0.15 0.15 Capacity ( c ), veh/h 468 1074 1046 341 990 974 268 217 206 320 275 241 Volume-to-Capacity Ratio ( X )0.618 0.509 0.509 0.218 0.441 0.441 0.634 0.785 0.802 0.746 0.684 0.720 Back of Queue ( Q ), ft/ln ( 50 th percentile)72.7 213.3 205.3 20.2 179.2 173.8 108.1 124.8 120.1 162 132 120.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.9 8.4 8.2 0.8 7.1 7.0 4.3 4.9 4.8 6.4 5.2 4.8 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.21 0.00 0.00 0.07 0.00 0.00 0.72 0.00 0.00 0.59 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.3 15.4 15.4 12.8 17.4 17.4 41.3 51.6 51.7 38.6 48.5 48.8 Incremental Delay ( d 2 ), s/veh 0.5 1.7 1.8 0.1 1.4 1.4 1.3 2.4 2.8 8.0 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 12.8 17.1 17.2 13.0 18.8 18.8 42.7 54.0 54.5 46.6 49.7 50.3 Level of Service (LOS)B B B B B B D D D D D D Approach Delay, s/veh / LOS 16.2 B 18.3 B 50.3 D 48.7 D Intersection Delay, s/veh / LOS 27.5 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 1.62 B 1.26 A 0.90 A 0.98 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:42:13 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 2023 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 229 1114 117 126 1144 201 165 198 90 122 185 191 Signal Information Green Yellow Red 5.9 2.6 70.4 9.4 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 12.6 77.1 9.9 74.4 16.0 19.6 13.4 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 8.2 5.4 12.0 10.1 9.4 12.1 Green Extension Time ( g e ), s 0.4 0.0 0.2 0.0 0.1 0.9 0.1 0.8 Phase Call Probability 1.00 0.99 1.00 1.00 0.99 1.00 Max Out Probability 0.00 0.00 0.29 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 239 621 609 131 663 644 172 131 127 127 154 144 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1847 1795 1885 1826 1795 1885 1756 1795 1885 1666 Queue Service Time ( g s ), s 6.2 23.1 23.1 3.4 26.9 27.0 10.0 7.8 8.1 7.4 9.5 10.1 Cycle Queue Clearance Time ( g c ), s 6.2 23.1 23.1 3.4 26.9 27.0 10.0 7.8 8.1 7.4 9.5 10.1 Green Ratio ( g/C )0.66 0.61 0.61 0.64 0.59 0.59 0.21 0.13 0.13 0.19 0.11 0.11 Capacity ( c ), veh/h 341 1148 1125 331 1106 1072 266 246 229 252 204 180 Volume-to-Capacity Ratio ( X )0.699 0.541 0.542 0.396 0.599 0.601 0.646 0.535 0.555 0.504 0.755 0.800 Back of Queue ( Q ), ft/ln ( 50 th percentile)52.9 226 220.3 29.4 269.6 261.6 109.1 90 86.8 80.6 111.7 105.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.1 9.0 8.8 1.2 10.7 10.5 4.3 3.6 3.5 3.2 4.4 4.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.15 0.00 0.00 0.11 0.00 0.00 0.73 0.00 0.00 0.29 0.00 0.00 Uniform Delay ( d 1 ), s/veh 15.1 13.7 13.7 11.5 15.8 15.8 41.6 48.8 48.9 43.0 52.0 52.2 Incremental Delay ( d 2 ), s/veh 1.0 1.8 1.9 0.3 2.4 2.5 1.6 0.7 0.8 0.6 2.1 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 16.1 15.5 15.6 11.8 18.2 18.3 43.2 49.5 49.7 43.6 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 15.6 B 17.7 B 47.0 D 51.4 D Intersection Delay, s/veh / LOS 24.0 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 1.70 B 1.67 B 0.84 A 0.84 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 9:58:52 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 2028 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2028 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 304 1053 150 78 870 75 179 303 95 251 235 281 Signal Information Green Yellow Red 5.6 3.0 60.0 13.2 2.8 15.3 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 16.7 71.0 9.6 64.0 17.2 19.3 20.0 22.2 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 12.2 4.7 13.1 14.1 17.7 17.0 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 0.1 1.2 0.0 1.2 Phase Call Probability 1.00 0.94 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 0.02 1.00 0.02 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 327 610 597 84 509 496 192 190 184 270 230 207 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1829 1781 1870 1824 1781 1870 1786 1781 1870 1612 Queue Service Time ( g s ), s 10.2 25.6 25.7 2.7 22.4 22.4 11.1 11.8 12.1 15.7 14.3 15.0 Cycle Queue Clearance Time ( g c ), s 10.2 25.6 25.7 2.7 22.4 22.4 11.1 11.8 12.1 15.7 14.3 15.0 Green Ratio ( g/C )0.62 0.56 0.56 0.55 0.50 0.50 0.24 0.13 0.13 0.27 0.15 0.15 Capacity ( c ), veh/h 423 1045 1022 295 935 912 265 239 228 325 283 244 Volume-to-Capacity Ratio ( X )0.772 0.584 0.585 0.284 0.544 0.544 0.727 0.795 0.808 0.830 0.811 0.847 Back of Queue ( Q ), ft/ln ( 50 th percentile)91.7 263.8 255.1 25.1 239.8 230.6 127.4 138.3 132.9 200.3 166.8 153.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.6 10.4 10.2 1.0 9.4 9.2 5.0 5.4 5.3 7.9 6.6 6.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.26 0.00 0.00 0.09 0.00 0.00 0.85 0.00 0.00 0.73 0.00 0.00 Uniform Delay ( d 1 ), s/veh 16.5 17.3 17.4 15.1 20.6 20.6 40.1 50.8 50.9 38.8 49.3 49.6 Incremental Delay ( d 2 ), s/veh 1.6 2.4 2.4 0.2 2.3 2.3 5.4 2.3 2.6 15.5 2.7 5.4 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 0.0 0.0 Control Delay ( d ), s/veh 18.1 19.7 19.8 15.3 22.9 22.9 45.5 53.1 53.5 54.3 51.9 54.9 Level of Service (LOS)B B B B C C D D D D D D Approach Delay, s/veh / LOS 19.4 B 22.3 C 50.7 D 53.7 D Intersection Delay, s/veh / LOS 31.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.42 B 2.32 B 2.42 B Bicycle LOS Score / LOS 1.75 B 1.39 A 0.96 A 1.07 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 10:00:58 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 2028 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2028 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 259 1260 132 143 1294 143 187 224 102 138 209 216 Signal Information Green Yellow Red 6.4 3.4 66.9 10.3 2.9 14.0 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 13.8 74.4 10.4 70.9 17.2 20.9 14.3 18.0 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 9.4 6.2 13.2 11.0 10.3 13.1 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 1.00 0.00 0.03 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 270 693 684 149 688 684 195 146 141 144 170 158 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1854 1795 1885 1873 1795 1885 1763 1795 1885 1675 Queue Service Time ( g s ), s 7.4 28.9 29.0 4.2 30.5 30.5 11.2 8.7 9.0 8.3 10.5 11.1 Cycle Queue Clearance Time ( g c ), s 7.4 28.9 29.0 4.2 30.5 30.5 11.2 8.7 9.0 8.3 10.5 11.1 Green Ratio ( g/C )0.65 0.59 0.59 0.61 0.56 0.56 0.23 0.14 0.14 0.20 0.12 0.12 Capacity ( c ), veh/h 328 1105 1087 286 1052 1045 284 266 249 269 220 195 Volume-to-Capacity Ratio ( X )0.823 0.627 0.629 0.521 0.654 0.655 0.686 0.550 0.569 0.534 0.771 0.811 Back of Queue ( Q ), ft/ln ( 50 th percentile)106.6 291.2 286.3 37.7 316.5 312.5 125.3 99.5 95.9 89.8 122.8 115.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)4.2 11.6 11.5 1.5 12.6 12.5 5.0 3.9 3.8 3.6 4.9 4.6 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.30 0.00 0.00 0.14 0.00 0.00 0.84 0.00 0.00 0.33 0.00 0.00 Uniform Delay ( d 1 ), s/veh 19.9 16.2 16.3 15.0 18.5 18.5 40.2 48.0 48.1 41.8 51.4 51.7 Incremental Delay ( d 2 ), s/veh 2.0 2.7 2.8 0.5 3.2 3.2 3.5 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 21.9 18.9 19.0 15.5 21.6 21.7 43.7 48.7 48.9 42.4 53.6 54.8 Level of Service (LOS)C B B B C C D D D D D D Approach Delay, s/veh / LOS 19.5 B 21.1 C 46.7 D 50.6 D Intersection Delay, s/veh / LOS 26.8 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 1.85 B 1.74 B 0.89 A 0.88 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:15:18 PM 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 2028 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2028 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 308 1053 150 78 870 82 179 306 95 276 243 297 Signal Information Green Yellow Red 5.6 3.3 59.3 13.1 2.9 15.8 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 16.9 70.6 9.6 63.3 17.1 19.8 20.0 22.7 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 12.5 4.7 13.0 14.1 18.0 17.5 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 0.1 1.2 0.0 1.2 Phase Call Probability 1.00 0.94 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.97 0.02 1.00 0.02 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 331 610 597 84 507 495 192 191 186 297 238 214 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1829 1781 1870 1826 1781 1870 1787 1781 1870 1612 Queue Service Time ( g s ), s 10.5 25.9 25.9 2.7 22.6 22.6 11.0 11.9 12.1 16.0 14.8 15.5 Cycle Queue Clearance Time ( g c ), s 10.5 25.9 25.9 2.7 22.6 22.6 11.0 11.9 12.1 16.0 14.8 15.5 Green Ratio ( g/C )0.62 0.55 0.55 0.54 0.49 0.49 0.24 0.13 0.13 0.27 0.16 0.16 Capacity ( c ), veh/h 424 1038 1015 293 924 902 264 246 235 328 291 251 Volume-to-Capacity Ratio ( X )0.781 0.588 0.589 0.287 0.549 0.549 0.729 0.778 0.791 0.904 0.817 0.851 Back of Queue ( Q ), ft/ln ( 50 th percentile)96 267.6 258.3 25.6 242.8 233.7 126.8 138.6 133.3 243.8 174.3 159.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.8 10.5 10.3 1.0 9.6 9.3 5.0 5.5 5.3 9.6 6.9 6.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.27 0.00 0.00 0.09 0.00 0.00 0.85 0.00 0.00 0.89 0.00 0.00 Uniform Delay ( d 1 ), s/veh 16.9 17.7 17.7 15.4 21.1 21.1 39.8 50.4 50.5 40.0 49.0 49.3 Incremental Delay ( d 2 ), s/veh 2.1 2.4 2.5 0.2 2.3 2.4 5.5 2.0 2.3 26.3 3.5 6.4 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 0.0 0.0 Control Delay ( d ), s/veh 19.0 20.1 20.2 15.6 23.4 23.5 45.3 52.4 52.8 66.4 52.5 55.7 Level of Service (LOS)B C C B C C D D D E D E Approach Delay, s/veh / LOS 19.9 B 22.8 C 50.1 D 58.9 E Intersection Delay, s/veh / LOS 32.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.33 B 2.44 B 2.34 B 2.42 B Bicycle LOS Score / LOS 1.76 B 1.38 A 0.96 A 1.11 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:23:21 PM 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 2028 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2028 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 274 1260 132 143 1294 251 187 232 102 152 214 226 Signal Information Green Yellow Red 6.8 2.0 62.2 11.0 2.1 15.8 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 16.8 72.3 10.8 66.2 17.1 21.9 15.0 19.8 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 12.4 6.6 13.1 11.2 11.0 14.8 Green Extension Time ( g e ), s 0.4 0.0 0.2 0.0 0.1 1.1 0.1 1.0 Phase Call Probability 1.00 0.99 1.00 1.00 0.99 1.00 Max Out Probability 0.00 0.00 1.00 0.00 0.09 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 285 693 684 149 763 743 195 150 145 158 196 179 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1854 1795 1885 1816 1795 1885 1767 1795 1885 1635 Queue Service Time ( g s ), s 10.4 30.1 30.2 4.6 39.3 40.0 11.1 8.9 9.2 9.0 12.1 12.8 Cycle Queue Clearance Time ( g c ), s 10.4 30.1 30.2 4.6 39.3 40.0 11.1 8.9 9.2 9.0 12.1 12.8 Green Ratio ( g/C )0.64 0.57 0.57 0.57 0.52 0.52 0.24 0.15 0.15 0.22 0.13 0.13 Capacity ( c ), veh/h 317 1072 1054 281 977 941 282 281 264 287 248 215 Volume-to-Capacity Ratio ( X )0.901 0.647 0.648 0.531 0.781 0.789 0.691 0.535 0.552 0.552 0.789 0.831 Back of Queue ( Q ), ft/ln ( 50 th percentile)109.9 309 303.7 42.7 431.3 423.3 123.9 101.4 97.7 96.8 141 130 Back of Queue ( Q ), veh/ln ( 50 th percentile)4.4 12.3 12.1 1.7 17.1 16.9 4.9 4.0 3.9 3.8 5.6 5.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.31 0.00 0.00 0.16 0.00 0.00 0.83 0.00 0.00 0.35 0.00 0.00 Uniform Delay ( d 1 ), s/veh 29.0 17.6 17.7 16.4 23.4 23.6 39.5 47.2 47.3 40.0 50.5 50.8 Incremental Delay ( d 2 ), s/veh 4.7 3.0 3.1 0.6 6.2 6.7 3.7 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 33.7 20.7 20.8 17.0 29.6 30.3 43.2 47.8 48.0 40.7 52.6 53.9 Level of Service (LOS)C C C B C C D D D D D D Approach Delay, s/veh / LOS 22.9 C 28.7 C 46.0 D 49.5 D Intersection Delay, s/veh / LOS 31.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.38 B 2.45 B 2.41 B Bicycle LOS Score / LOS 1.86 B 1.85 B 0.89 A 0.93 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:27:08 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2043 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 254 1053 150 78 870 25 179 303 95 201 255 231 Signal Information Green Yellow Red 5.6 1.0 61.9 13.0 1.3 17.2 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 14.6 70.9 9.6 65.9 17.0 21.2 18.3 22.5 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 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 10.2 4.6 12.9 16.1 14.2 12.3 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 0.1 1.1 0.1 1.2 Phase Call Probability 1.00 0.94 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.82 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 273 598 588 84 471 470 192 220 208 216 167 162 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1840 1781 1870 1867 1781 1870 1718 1781 1870 1763 Queue Service Time ( g s ), s 8.2 24.9 25.0 2.6 19.6 19.6 10.9 13.7 14.1 12.2 10.0 10.3 Cycle Queue Clearance Time ( g c ), s 8.2 24.9 25.0 2.6 19.6 19.6 10.9 13.7 14.1 12.2 10.0 10.3 Green Ratio ( g/C )0.62 0.56 0.56 0.56 0.52 0.52 0.25 0.14 0.14 0.26 0.15 0.15 Capacity ( c ), veh/h 428 1042 1026 301 965 963 307 268 246 297 289 272 Volume-to-Capacity Ratio ( X )0.638 0.573 0.574 0.279 0.488 0.488 0.626 0.821 0.843 0.729 0.579 0.594 Back of Queue ( Q ), ft/ln ( 50 th percentile)72.3 256.8 249.5 23.9 206.1 202.7 118.1 161.1 152.7 141.2 114.2 109.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.8 10.1 10.0 0.9 8.1 8.1 4.6 6.3 6.1 5.6 4.5 4.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.21 0.00 0.00 0.09 0.00 0.00 0.79 0.00 0.00 0.51 0.00 0.00 Uniform Delay ( d 1 ), s/veh 13.8 17.3 17.3 14.5 18.8 18.8 38.3 49.9 50.1 38.2 47.1 47.2 Incremental Delay ( d 2 ), s/veh 0.6 2.3 2.3 0.2 1.8 1.8 1.6 2.9 4.5 6.1 0.7 0.8 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 14.4 19.6 19.6 14.7 20.6 20.6 39.9 52.8 54.6 44.3 47.8 48.0 Level of Service (LOS)B B B B C C D D D D D D Approach Delay, s/veh / LOS 18.6 B 20.1 C 49.4 D 46.5 D Intersection Delay, s/veh / LOS 28.4 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 1.69 B 1.33 A 1.00 A 0.94 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:28:58 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2043 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 209 1260 132 143 1294 177 187 224 102 88 209 166 Signal Information Green Yellow Red 6.0 1.8 72.2 7.2 2.3 10.6 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 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 11.7 78.0 10.0 76.2 17.5 20.9 11.2 14.6 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 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 7.5 5.8 13.4 10.1 7.5 9.9 Green Extension Time ( g e ), s 0.2 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 0.95 1.00 Max Out Probability 0.00 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 218 675 670 149 690 686 195 135 132 92 123 121 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1868 1795 1885 1871 1795 1885 1803 1795 1885 1812 Queue Service Time ( g s ), s 5.5 25.7 25.8 3.8 27.6 27.7 11.4 7.9 8.1 5.5 7.7 7.9 Cycle Queue Clearance Time ( g c ), s 5.5 25.7 25.8 3.8 27.6 27.7 11.4 7.9 8.1 5.5 7.7 7.9 Green Ratio ( g/C )0.67 0.62 0.62 0.65 0.60 0.60 0.22 0.14 0.14 0.15 0.09 0.09 Capacity ( c ), veh/h 323 1162 1152 307 1134 1126 288 265 253 231 166 160 Volume-to-Capacity Ratio ( X )0.674 0.581 0.582 0.486 0.609 0.609 0.677 0.509 0.521 0.397 0.743 0.760 Back of Queue ( Q ), ft/ln ( 50 th percentile)46.7 250.9 247.2 32 273.9 270.7 128.2 91.1 88.8 60 90.7 88.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.9 10.0 9.9 1.3 10.9 10.8 5.1 3.6 3.6 2.4 3.6 3.6 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.13 0.00 0.00 0.12 0.00 0.00 0.85 0.00 0.00 0.22 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.7 13.8 13.8 12.4 15.0 15.0 41.7 47.7 47.8 45.9 53.4 53.5 Incremental Delay ( d 2 ), s/veh 0.9 2.1 2.2 0.4 2.4 2.5 3.3 0.6 0.6 0.4 2.5 2.8 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 15.6 15.9 15.9 12.8 17.5 17.5 45.1 48.3 48.4 46.4 55.8 56.3 Level of Service (LOS)B B B B B B D D D D E E Approach Delay, s/veh / LOS 15.9 B 17.0 B 47.0 D 53.4 D Intersection Delay, s/veh / LOS 23.3 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 1.78 B 1.75 B 0.87 A 0.77 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:32:00 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2043 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 258 1109 169 78 909 45 189 313 95 265 274 235 Signal Information Green Yellow Red 5.6 1.1 62.3 13.8 2.2 15.0 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 14.7 71.4 9.6 66.3 17.8 19.0 20.0 21.2 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 10.3 4.6 13.7 14.0 18.0 13.2 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 0.94 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 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 277 633 623 84 498 495 203 189 185 285 180 174 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1837 1781 1870 1859 1781 1870 1804 1781 1870 1762 Queue Service Time ( g s ), s 8.3 26.9 27.0 2.6 21.0 21.0 11.7 11.8 12.0 16.0 10.9 11.2 Cycle Queue Clearance Time ( g c ), s 8.3 26.9 27.0 2.6 21.0 21.0 11.7 11.8 12.0 16.0 10.9 11.2 Green Ratio ( g/C )0.62 0.56 0.56 0.57 0.52 0.52 0.24 0.13 0.13 0.26 0.14 0.14 Capacity ( c ), veh/h 414 1050 1031 285 971 965 299 234 226 323 268 253 Volume-to-Capacity Ratio ( X )0.670 0.603 0.604 0.294 0.513 0.513 0.680 0.809 0.820 0.883 0.671 0.687 Back of Queue ( Q ), ft/ln ( 50 th percentile)72.7 277.7 269.2 23.7 220.7 216.4 131.5 138.6 134 229.7 126.2 120.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.9 10.9 10.8 0.9 8.7 8.7 5.2 5.5 5.4 9.0 5.0 4.8 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.21 0.00 0.00 0.09 0.00 0.00 0.88 0.00 0.00 0.84 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.3 17.5 17.5 14.8 18.9 18.9 39.7 51.1 51.2 40.5 48.7 48.8 Incremental Delay ( d 2 ), s/veh 0.7 2.6 2.6 0.2 1.9 1.9 3.6 2.5 2.8 22.9 1.1 1.2 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 15.0 20.0 20.1 15.0 20.9 20.9 43.3 53.6 54.0 63.4 49.8 50.1 Level of Service (LOS)B C C B C C D D D E D D Approach Delay, s/veh / LOS 19.1 B 20.4 C 50.1 D 56.0 E Intersection Delay, s/veh / LOS 30.3 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 1.75 B 1.38 A 0.96 A 1.01 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:34:30 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2043 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 214 1338 158 143 1436 248 222 259 102 177 235 171 Signal Information Green Yellow Red 6.2 2.1 68.8 13.0 2.7 11.3 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 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 12.3 74.9 10.2 72.8 19.7 17.9 17.0 15.3 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 8.1 6.1 15.7 11.6 13.0 10.5 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 0.01 0.00 1.00 0.00 0.88 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 223 731 723 149 787 779 231 153 150 184 134 132 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1857 1795 1885 1855 1795 1885 1813 1795 1885 1831 Queue Service Time ( g s ), s 6.1 31.1 31.3 4.1 36.7 37.1 13.7 9.4 9.6 11.0 8.3 8.5 Cycle Queue Clearance Time ( g c ), s 6.1 31.1 31.3 4.1 36.7 37.1 13.7 9.4 9.6 11.0 8.3 8.5 Green Ratio ( g/C )0.64 0.59 0.59 0.62 0.57 0.57 0.23 0.12 0.12 0.20 0.09 0.09 Capacity ( c ), veh/h 271 1113 1097 268 1080 1063 321 219 211 276 177 172 Volume-to-Capacity Ratio ( X )0.822 0.657 0.659 0.556 0.729 0.733 0.721 0.699 0.712 0.668 0.758 0.769 Back of Queue ( Q ), ft/ln ( 50 th percentile)96.8 314.4 309.4 36 381 377.3 159.2 109.2 106.5 122.1 98.5 96.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.8 12.5 12.4 1.4 15.1 15.1 6.3 4.3 4.3 4.8 3.9 3.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.28 0.00 0.00 0.13 0.00 0.00 1.06 0.00 0.00 0.44 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.3 16.4 16.5 16.0 18.8 18.9 41.3 51.0 51.1 42.9 53.0 53.1 Incremental Delay ( d 2 ), s/veh 6.3 3.0 3.1 0.7 4.3 4.5 6.4 1.5 1.7 2.8 2.5 2.7 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 28.6 19.5 19.6 16.7 23.1 23.4 47.7 52.5 52.8 45.7 55.5 55.8 Level of Service (LOS)C B B B C C D D D D E E Approach Delay, s/veh / LOS 20.7 C 22.7 C 50.5 D 51.6 D Intersection Delay, s/veh / LOS 28.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.35 B 2.47 B 2.57 C 2.46 B Bicycle LOS Score / LOS 1.87 B 1.90 B 0.93 A 0.86 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:41:38 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2043 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 258 1109 169 78 909 45 189 313 95 265 274 235 Signal Information Green Yellow Red 5.6 0.6 65.4 10.8 2.9 14.6 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 14.2 74.0 9.6 69.4 17.7 21.5 14.8 18.6 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 2.9 0.0 2.9 0.0 2.9 2.9 2.9 2.9 Queue Clearance Time ( g s ), s 9.8 4.4 13.7 13.7 10.5 13.5 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 0.1 1.1 0.3 1.1 Phase Call Probability 1.00 0.94 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 0.00 0.07 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 277 633 623 84 977 16 203 189 185 285 180 174 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1837 1781 1781 1610 1781 1870 1804 1730 1870 1762 Queue Service Time ( g s ), s 7.8 25.6 25.6 2.4 20.6 0.6 11.7 11.5 11.7 8.5 11.2 11.5 Cycle Queue Clearance Time ( g c ), s 7.8 25.6 25.6 2.4 20.6 0.6 11.7 11.5 11.7 8.5 11.2 11.5 Green Ratio ( g/C )0.65 0.58 0.58 0.59 0.55 0.55 0.24 0.15 0.15 0.21 0.12 0.12 Capacity ( c ), veh/h 427 1092 1072 300 1942 878 290 273 264 496 227 214 Volume-to-Capacity Ratio ( X )0.650 0.580 0.581 0.280 0.503 0.018 0.700 0.692 0.702 0.575 0.792 0.811 Back of Queue ( Q ), ft/ln ( 50 th percentile)66.3 257.7 249.8 21.7 197.4 4.8 132.4 133.1 128.4 88.4 131.7 126 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.6 10.1 10.0 0.9 7.8 0.2 5.2 5.2 5.1 3.5 5.2 5.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.19 0.00 0.00 0.08 0.00 0.00 0.66 0.00 0.00 0.32 0.00 0.00 Uniform Delay ( d 1 ), s/veh 13.0 15.7 15.7 13.2 17.1 12.5 39.5 48.7 48.7 41.2 51.2 51.4 Incremental Delay ( d 2 ), s/veh 0.6 2.3 2.3 0.2 0.9 0.0 4.4 1.2 1.3 0.4 2.4 2.8 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 13.6 18.0 18.0 13.4 18.0 12.6 43.9 49.8 50.0 41.6 53.6 54.2 Level of Service (LOS)B B B B B B D D D D D D Approach Delay, s/veh / LOS 17.2 B 17.6 B 47.8 D 48.4 D Intersection Delay, s/veh / LOS 27.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.34 B 2.67 C 2.50 C 2.47 B Bicycle LOS Score / LOS 1.75 B 1.38 A 0.96 A 1.01 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:46:03 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Cottonw…File Name Huffine 2043 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 214 1338 158 143 1436 248 222 259 102 177 235 171 Signal Information Green Yellow Red 6.2 2.1 68.9 7.8 3.7 11.3 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 12.3 75.1 10.2 72.9 19.5 22.9 11.8 15.3 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 8.1 6.1 15.5 11.1 7.6 10.5 Green Extension Time ( g e ), s 0.2 0.0 0.1 0.0 0.0 0.8 0.2 0.8 Phase Call Probability 1.00 0.99 1.00 1.00 1.00 1.00 Max Out Probability 0.01 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 223 731 723 149 1496 71 231 153 150 184 134 132 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1857 1795 1795 1610 1795 1885 1813 1743 1885 1831 Queue Service Time ( g s ), s 6.1 31.0 31.2 4.1 36.5 2.3 13.5 8.9 9.1 5.6 8.3 8.5 Cycle Queue Clearance Time ( g c ), s 6.1 31.0 31.2 4.1 36.5 2.3 13.5 8.9 9.1 5.6 8.3 8.5 Green Ratio ( g/C )0.64 0.59 0.59 0.63 0.57 0.57 0.24 0.16 0.16 0.16 0.09 0.09 Capacity ( c ), veh/h 279 1116 1100 268 2062 925 318 298 286 489 177 172 Volume-to-Capacity Ratio ( X )0.798 0.655 0.657 0.555 0.725 0.077 0.727 0.514 0.524 0.377 0.758 0.769 Back of Queue ( Q ), ft/ln ( 50 th percentile)94.6 312.7 307.7 35.8 345.1 19.8 157.3 102 99.5 59.2 98.5 96.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.8 12.4 12.3 1.4 13.7 0.8 6.2 4.0 4.0 2.3 3.9 3.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.27 0.00 0.00 0.13 0.00 0.00 0.79 0.00 0.00 0.22 0.00 0.00 Uniform Delay ( d 1 ), s/veh 21.6 16.3 16.3 15.9 18.6 11.4 40.4 46.3 46.4 44.8 53.0 53.1 Incremental Delay ( d 2 ), s/veh 4.8 3.0 3.1 0.7 2.3 0.2 6.7 0.5 0.6 0.2 2.5 2.7 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 26.4 19.3 19.4 16.6 20.9 11.5 47.0 46.8 46.9 45.0 55.5 55.8 Level of Service (LOS)C B B B C B D D D D E E Approach Delay, s/veh / LOS 20.3 C 20.1 C 46.9 D 51.3 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 2.46 B Bicycle LOS Score / LOS 1.87 B 1.90 B 0.93 A 0.86 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 12:47:29 PM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Huffine Lane & Betty Lane Agency/Co.Jurisdiction Date Performed 9/15/2021 East/West Street Huffine Lane Analysis Year 2043 North/South Street Betty Lane 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)1600 1366 25 11 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)12 Capacity, c (veh/h)346 v/c Ratio 0.03 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)15.8 Level of Service (LOS)C Approach Delay (s/veh)15.8 Approach LOS C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 2:09:46 PMBetty 2043 Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Huffine Lane & Betty Lane Agency/Co.Jurisdiction Date Performed 9/15/2021 East/West Street Huffine Lane Analysis Year 2043 North/South Street Betty Lane 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)1803 1738 92 16 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)17 Capacity, c (veh/h)256 v/c Ratio 0.07 95% Queue Length, Q₉₅ (veh)0.2 Control Delay (s/veh)20.1 Level of Service (LOS)C Approach Delay (s/veh)20.1 Approach LOS C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 2:10:36 PMBetty 2043 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 2043 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 1600 1367 14 11 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 12 Capacity, c (veh/h)436 349 v/c Ratio 0.03 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)13.5 15.7 Level of Service (LOS)B C Approach Delay (s/veh)0.1 15.7 Approach LOS C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 2:11:42 PMWater Lily 2043 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 2043 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 35 1803 1712 50 16 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)37 17 Capacity, c (veh/h)323 270 v/c Ratio 0.11 0.06 95% Queue Length, Q₉₅ (veh)0.4 0.2 Control Delay (s/veh)17.6 19.2 Level of Service (LOS)C C Approach Delay (s/veh)0.3 19.2 Approach LOS C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 9/6/2023 2:12:28 PMWater Lily 2043 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Laurel P…File Name Laurel_Huffine 2043 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 79 1531 1337 62 129 106 Signal Information Green Yellow Red 5.3 63.3 9.4 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 76.6 67.3 13.4 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 3.0 9.0 Green Extension Time ( g e ), s 0.1 0.0 0.0 0.4 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 87 1682 754 750 142 116 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1781 1870 1855 1781 1585 Queue Service Time ( g s ), s 1.0 15.5 36.6 18.1 7.0 6.4 Cycle Queue Clearance Time ( g c ), s 1.0 15.5 36.6 18.1 7.0 6.4 Green Ratio ( g/C )0.78 0.81 0.70 0.70 0.10 0.10 Capacity ( c ), veh/h 289 2875 1316 1305 185 165 Volume-to-Capacity Ratio ( X )0.301 0.585 0.573 0.575 0.766 0.707 Back of Queue ( Q ), ft/ln ( 50 th percentile)20.1 42.2 126 124 75.2 61.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.8 1.7 5.0 5.0 3.0 2.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.06 0.00 0.00 0.00 0.30 0.00 Uniform Delay ( d 1 ), s/veh 13.2 3.2 6.6 6.6 39.3 39.0 Incremental Delay ( d 2 ), s/veh 0.2 0.9 1.8 1.8 2.5 2.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 13.4 4.1 8.4 8.5 41.7 41.1 Level of Service (LOS)B A A A D D Approach Delay, s/veh / LOS 4.5 A 8.5 A 0.0 41.4 D Intersection Delay, s/veh / LOS 8.9 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.62 A 1.85 B 2.19 B 2.31 B Bicycle LOS Score / LOS 1.95 B 1.73 B F Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 2:05:08 PM 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 2043 Analysis Period 1> 7:00 Intersection Huffine Lane & Laurel P…File Name Laurel_Huffine 2043 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 166 1728 1696 92 160 128 Signal Information Green Yellow Red 6.0 61.3 10.7 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 10.0 75.3 65.3 14.7 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 5.8 10.3 Green Extension Time ( g e ), s 0.3 0.0 0.0 0.5 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 175 1819 942 940 168 135 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1781 1870 1836 1781 1585 Queue Service Time ( g s ), s 3.8 19.6 55.6 30.1 8.3 7.4 Cycle Queue Clearance Time ( g c ), s 3.8 19.6 55.6 30.1 8.3 7.4 Green Ratio ( g/C )0.77 0.79 0.68 0.68 0.12 0.12 Capacity ( c ), veh/h 214 2820 1273 1250 213 189 Volume-to-Capacity Ratio ( X )0.817 0.645 0.740 0.752 0.793 0.713 Back of Queue ( Q ), ft/ln ( 50 th percentile)92.8 68.6 227.1 229.1 88.8 69.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.7 2.7 8.9 9.2 3.5 2.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.27 0.00 0.00 0.00 0.36 0.00 Uniform Delay ( d 1 ), s/veh 28.4 4.0 9.2 9.4 38.5 38.1 Incremental Delay ( d 2 ), s/veh 2.9 1.2 3.9 4.2 2.5 1.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.3 5.1 13.1 13.6 41.1 40.0 Level of Service (LOS)C A B B D D Approach Delay, s/veh / LOS 7.4 A 13.4 B 0.0 40.6 D Intersection Delay, s/veh / LOS 12.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.63 A 1.86 B 2.15 B 2.31 B Bicycle LOS Score / LOS 2.13 B 2.04 B F Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 9/6/2023 2:06:39 PM