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HomeMy WebLinkAbout3.0_6590 Davis Lane_Traffic Impact StudyJUNE 2024 PREPARED FOR: S&S DAVIS, LLC 640 TAYLOR STREET, SUITE 2200 FORT WORTH, TX 76102 PREPARED BY: HYALITE ENGINEERS, PLLC 2304 N 7TH AVE. SUITE L BOZEMAN, MT 59715 www.hyaliteeng.com 6590 DAVIS LANE APARTMENT BUILDINGS TRAFFIC IMPACT STUDY 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 T A B L E O F C O N T E N T S TABLE OF CONTENTS PURPOSE OF REPORT AND STUDY OBJECTIVES 5 PROPOSED DEVELOPMENT 5 • Location 5 • Development Description 5 • Development Horizon 5 EXISTING AREA CONDITIONS 5 • Study Area 5 - Area of Influence 5 - Study Area Land Use 8 • Site Accessibility 8 - Transportation Network 8 Study Area Roadways 8 Study Area Intersections 8 - Davis Lane 8 - Baxter Lane 8 - Galloway Street 9 - Cattail Street 9 - Davis Lane & Baxter Lane 9 - Davis lane & Galloway Street 9 - Davis Lane & Cattail Street 10 - Existing Study Area and Transportation System 10 - Traffic Volumes 10 - Pedestrian & Bicyclists 10 - Transit System 10 - Crash Experience 13 PROJECTED TRAFFIC 13 • Subdivision Traffic 13 - Development Trip Distribution 13 - Trip Assignment 13 • Pedestrians & Bicyclists 15 • Transit Service 15 • Non-Site Traffic 15 - Method of Projection 15 - Estimated Volumes 15 • Total Traffic 17 TRANSPORTATION ANALYSIS 17 • Methodologies 17 - Study Scenarios 17 - Analysis Methodologies 17 • Traffic Operations 20 - Capacity & Level of Service Analyses 20 • Traffic Signal Warrant Analyses 20 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 T A B L E O F C O N T E N T S - Cattail Street & Davis Lane 25 Warrant #1: Eight-Hour Vehicular Volume 25 Warrant #2: Four-Hour Vehicular Volume 25 Warrant #3: Peak Hour 25 Warrant #4: Pedestrian Volume 25 Warrant #5: School Crossing 25 Warrant #6: Coordinated Signal System 26 Warrant #7: Crash Experience 26 Warrant #8: Roadway Network 26 Warrant #9: Intersection Near a Grade Crossing 26 FINDINGS 27 • 2023 Existing Conditions 27 - Traffic Operations 27 • 2038 Estimated Background Traffic 27 - Traffic Operations 27 • 2038 Estimated Total Traffic 28 - Traffic Operations 28 • Recommended Improvements 28 - Traffic Signal Warrant Analyses 28 - Traffic Operations 29 • Pedestrians & Bicyclists 29 • Transit Service 29 • Compliance with Applicable Local Codes 29 CONCLUSIONS & RECOMMENDATIONS 30 • Study Area Intersections 30 • Site Accessibility 31 REFERENCES APPENDICES • Appendix A – Traffic Count Data • Appendix B – Trip Generation Analyses • Appendix C – Capacity & Level of Service Analyses • Appendix D – Cattail Street & Davis Lane Traffic Signal Warrant Analyses 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 L I S T O F F I G U R E S LIST OF FIGURES Figure 1: Site Location Figure 2: Subdivision Layout Figure 3: Existing Transportation System Figure 4: Current Daily Traffic Figure 5: Trip Distribution Figure 6: Traffic Assignment Figure 7: Estimated 2038 Background Traffic Figure 8: Estimated 2038 Total Traffic Figure 9: Traffic Operations Summary for 2023 Existing Conditions Figure 10: Traffic Operations Summary for 2038 Background Traffic Figure 11: Traffic Operations Summary for 2038 Total Traffic Figure 12: Traffic Operations Summary for Recommended Improvements 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 5 PURPOSE OF REPORT AND STUDY OBJECTIVES This traffic impact study summarizes the impacts that are potential from the proposed 6590 Davis Lane Apartment Buildings 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 as designed 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 6590 Davis Lane Apartment Buildings is located in Bozeman, Gallatin County Montana. It is located in Section 35, Township 1 South, Range 5 East, Principal Meridian of Montana. Generally, the development is bordered by undeveloped agricultural land with a development proposed on the northwest corner of Galloway Street and Davis Lane adjacent to this project. Three intersections will be studied for this subdivision; Cattail Street and Davis Lane, Galloway Street and Davis Lane, and Baxter Lane and Davis Lane. The site location is depicted in Figure 1. • Development Description The 6590 Davis Lane Apartment Buildings are proposed to consist of three-hundred mid-rise multifamily housing units. The development is estimated to generate a total of 1,362 average weekday trips as well as 111 weekday AM and 117 weekday PM peak hour trips. Access to the property would be provided via Davis Lane to the west. The proposed site layout is shown in Figure 2. • Development Horizon It is anticipated that the proposed 6590 Davis Lane Apartment Buildings will be under construction in 2025. For analysis purposes, it is assumed as part of this study that the buildout year will be 2038 for the mid-rise multifamily housing units. 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 M:\213601\Traffic Impact Study\TIS Figures.dwgSITE LOCATION FIGURE 1 JOB NUMBER : SHEET : SCALE :1" = 1000' 6 OF 6501000'2000' 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 BAXTER LN JUNE 2024 213601 6590 DAVIS LANE APARTMENT BUILDINGS CATTAIL ST DAVIS LNGALLOWAY ST FERGUSON AVEN 27 AVE M:\213601\Traffic Impact Study\TIS Figures.dwgSUBDIVISION LAYOUT FIGURE 2 JOB NUMBER : SHEET : SCALE :NTS 7 OF 65 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 213601 JUNE 2024 6590 DAVIS LANE APARTMENT BUILDINGS 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 8 in a limited area from the development site. The proposed development is not significantly large from a traffic generation standpoint, having fewer than 200 estimated trips during either of the weekday AM and PM peak hours. Due to low traffic generation, it is not anticipated that the development would have any significant impacts to areas beyond the proposed intersections and access points. - Study Area Land Use Presently, the proposed development site has one single-family residential unit. This unit will be removed with this development. As stated previously, the proposed subdivision is bordered by undeveloped agricultural land with a development proposed adjacent to the subdivision on the northwest corner of Galloway Street and Davis Lane. • Site Accessibility - Transportation Network The study area for the 6590 Davis Lane Apartment Buildings will focus on key intersections within proximity to the proposed site. This study includes the following roadways and intersections shown below: Study Area Roadways  Davis Lane  Baxter Lane  Galloway Street  Cattail Street Study Area Intersection  Davis Lane & Baxter Lane  Davis Lane & Galloway Street  Davis Lane & Cattail Street - Davis Lane Davis Lane is under the jurisdiction of the City of Bozeman. It is classified as a minor arterial. Presently, Davis Lane has one travel lane each direction north of Baxter Lane and two travel lanes each direction south of Baxter Lane. The currently posted speed limit is 30 miles per hour (mph). - Baxter Lane Baxter Lane is under the jurisdiction of the City of Bozeman. It is classified as a minor arterial. Presently, Baxter Lane has one travel lane each direction. The currently posted speed limit is 30 mph. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 9 - Galloway Street Galloway Street is under the jurisdiction of the City of Bozeman and is classified as a local road. Presently, Galloway Street has one travel lane each direction. The currently posted speed limit is 25 mph. - Cattail Street Cattail Street is under the jurisdiction of the City of Bozeman and is classified as a collector. Presently, Cattail Street has one travel lane each direction. The currently posted speed limit is 25 mph. - Davis Lane & Baxter Lane The intersection of Davis Lane and Baxter Lane has the characteristics described in the following:  Actuated, Signalized Intersection  Eastbound Approach (From the West) – (1) Left Turn Lane, (1) Through Lane and (1) Right Turn Lane, estimated storage is approximately 200 ft  Westbound Approach (From the East) – (1) Left Turn Lane and (1) Through / Right Turn Lane, estimated storage is approximately 170 ft  Northbound Approach (From the South) - (1) Left Turn Lane, (2) Through Lanes and (1) Right Turn Lane, estimated storage is approximately 190 ft  Southbound Approach (From the North) – (1) Left Turn Lane, (1) Through Lane and (1) Through / Right Turn Lane, estimated storage is approximately 115 ft  Bike lanes are present throughout the intersection - Davis Lane & Galloway Street The intersection of Davis Lane and Galloway Street has the characteristics described in the following:  Stop-controlled T-intersection, eastbound stop sign  Eastbound Approach (From the West) – (1) Full movement Lane  Northbound Approach (From the South) – (1) Left Turn Lane and (1) Through Lane, estimated storage is approximately 310 ft  Southbound Approach (From the North) – (1) Through / Right Turn Lane 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 10 - Davis Lane & Cattail Street The intersection of Davis Lane and Cattail Street has the characteristics described in the following:  Stop-controlled intersection, 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) Full Movement Lane  Southbound Approach (From the North) – (1) Full Movement Lane - 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. - Traffic Volumes Traffic data for the intersection of Cattail Street and Davis Lane and the intersection of Galloway Street and Davis Lane was developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the weekday, AM (one hour between 7:00 and 9:00 a.m.), and PM (one hour between 4:00 and 6:00 p.m.) peak periods on Tuesday, February 28, 2023 and Wednesday, March 1, 2023. The counts were averaged for the two days of counts. Traffic data for the intersection of Baxter Lane and Davis Lane was developed through turning movement counts conducted by Hyalite Engineers. Counts were conducted during the weekday, AM (one hour between 7:00 and 9:00 a.m.), and PM (one hour between 4:00 and 6:00 p.m.) peak hours on Tuesday, March 7, 2023 and Wednesday, March 8, 2023. The counts were averaged for the two days of counts. The counts are provided in Appendix A. Current daily traffic data is summarized in Figure 4. - Pedestrians & Bicyclists There currently are no facilities available for pedestrians and bicyclists. Proposed improvements will be addressed with this development; however, due to the projects location bicyclist and pedestrian traffic will be negligible. - Transit System There are no direct transit stops in the area of the proposed subdivision. Streamline does provide transit services in the area; however, this project is not going to affect any routes. M:\213601\Traffic Impact Study\TIS Figures.dwgEXISTING TRANSPORTATION SYSTEM FIGURE 3 JOB NUMBER : SHEET : SCALE :1" = 500' 11 OF 650500'1000' 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 PROJECT LOCATION BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST 213601 JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS M:\213601\Traffic Impact Study\TIS Figures.dwgCURRENT DAILY TRAFFIC FIGURE 4 JOB NUMBER : SHEET : SCALE :1" = 500' 12 OF 650500'1000' 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 8,400 LEGEND WEEKDAY AM PEAK HOUR WEEKDAY PM PEAK HOUR(XX) XX XXX TURNING MOVEMENTS ESTIMATED AVG WEEKDAY TRAFFIC BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST 69 (62) 237 (307) 51 (69) 67 (103) 168 (221) 70 (47) 68(45) 170(231) 51(33) (44)(258)(169) 97 316 65 4 (13) 304 (472) 5(11) 21(9) (8)(359) 9 269 40 (8) 185 (306) 57 (154) 9 (5) 26 (53) 60 (80) 37(26) 28(39) 10(5) (46)(261)(7) 78 205 1 PROJECT LOCATION 7,8006,400 1,800 6,5003,400 213601 JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 13 - Crash Experience Crash data for the study intersection was obtained from MDT for a five-year period from 2015-2019. During this time there were approximately 2 crashes at or near the intersection of Davis Lane and Baxter Lane. The intersection of Davis Lane and Cattail Street also had approximately 5 crashes near its intersection during the same time period. These accidents are predominately during months of the year with poor weather and during the work week. 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 221 – Multifamily Housing (Mid-Rise). Primary purpose trips are those where the land uses on the site is the primary destination, which will result with a new trip on the roadway. The estimated primary purpose trip generation for the proposed 6590 Davis Lane Apartment Buildings is provided in Appendix B. Trip generation from pass-by traffic is not anticipated to have any effect to this site. This is due to the type of development being implemented to this site. - 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 6590 Davis Lane Apartment Buildings is shown in Figure 5. - 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 M:\213601\Traffic Impact Study\TIS Figures.dwgTRIP DISTRIBUTION FIGURE 5 JOB NUMBER : SHEET : SCALE :1" = 500' 14 OF 650 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% 25% BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST PROJECT LOCATION 15%5%20%10% 25% 45% 15% 65% 35% 15% 25% 25% 25%15%25% 5%20%10% 10% 5% 20% 213601 20% 20% 20% 35% 15% 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 15 resulting traffic assignment at the study area intersections for the proposed development is shown in Figure 6. • Pedestrians & Bicyclists Sidewalks are proposed within the 6590 Davis Lane Apartment Buildings. These sidewalks will connect to a 10-foot path running along Davis Lane. Marked crossings are provided at Galloway Street. Additional considerations for supplemental signage, traffic calming, or other measures may be necessary in the future. These improvements will provide connectivity in the area. • Transit Service No specific improvements are proposed with the 6590 Davis Lane Apartment Buildings for transit service. • Non-Site Traffic - Method of Projection To correctly show the impacts from the generated traffic from the development it is required to estimate non-site traffic growth during the same time period in the same horizon. There are three primary ways to typically estimate growth of non-site generated traffic, including the build-up method, the use of transportation plans or models, and the trends or growth rate method. The build-up method accounts for traffic growth from approved or developments about to be approved in the proposed study area. Transportation plans or models provide an estimate of volumes for around 20 years in the future. The models usually provide average weekday traffic that converts to peak hour volumes. The conversion can; however, result in conditions that due not match conditions actually seen on the site. The trends or growth method evaluates the historic traffic growth within a proposed study area. The assumption from this method is that the historic growth rate will be the same and have the same future growth on the transportation system. - Estimated Volumes This study evaluates estimated traffic projections for the anticipated 2038 buildout year for the proposed 6590 Davis Lane Apartment Buildings. Estimated background traffic volumes for the 2038 development horizon 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 15 (2038) year traffic projections. The 1-year AAGR percentages was determined to be 2.0%, from M:\213601\Traffic Impact Study\TIS Figures.dwgTRAFFIC ASSIGNMENT FIGURE 6 JOB NUMBER : SHEET : SCALE :1" = 500' 16 OF 650 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 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST PROJECT LOCATION 213601 300 18060 230120 300 4 (2) 17 (9) 9 (5) 3 (7) 1(4) (14) 5 13 (7) 6 (14) 17 (9)(25) 9 6 (14) 12 (32) 13 (7) 55 (30) (25) 9 4 (11) 7 (18) 7(18) (12)(7)(12) 21 13 21 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 17 data from the Montana Department of Transportation. Estimate 2038 background traffic volumes are shown in Figure 7. • Total Traffic Estimated traffic from the 6590 Davis Lane Apartment Buildings was combined with the estimated 2038 background traffic volumes to establish the estimated 2038 total traffic volumes that were used in the impact analyses. Those volumes are shown in Figure 8. TRANSPORTATION ANALYSES • Methodologies The assumptions used and methodologies used in the impact analyses for the proposed 6590 Davis Lane Apartment Buildings 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 the City of Bozeman 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:  Existing Conditions  Estimated 2038 Background Traffic  Estimated 2038 Total Traffic - 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. M:\213601\Traffic Impact Study\TIS Figures.dwgESTIMATED 2038 BACKGROUND TRAFFIC FIGURE 7 JOB NUMBER : SHEET : SCALE :1" = 500' 18 OF 650 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 11,300 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST 93 (83) 319 (413) 69 (93) 90 (139) 226 (297) 94 (63) 92(61) 229(311) 69(44) (59)(347)(227) 131 425 87 5 (17) 409 (635) 7(15) 28(12) (11)(483) 12 362 54 (11) 249 (412) 77 (207) 12 (7) 35 (71) 81 (108) 50(35) 38(52) 13(7) (62)(351)(9) 104 276 1 PROJECT LOCATION 10,4008,600 2,400 8,8004,500 213601 500'1000' JUNE 2024 6590 DAVIS LANE APARTMENT BUILDINGS M:\213601\Traffic Impact Study\TIS Figures.dwgESTIMATED 2038 TOTAL TRAFFIC FIGURE 8 JOB NUMBER : SHEET : SCALE :1" = 500' 19 OF 650 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 11,600 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST 93 (83) 323 (424) 69 (93) 97 (157) 226 (297) 94 (63) 99(79) 229(311) 69(44) (71)(354)(239) 152 438 108 5 (17) 415 (649) 7(15) 28(12) (11)(483) 12 362 58 (13) 266 (421) 86 (212) 12 (7) 35 (71) 84 (115) 50(35) 38(52) 14(11) (62)(365)(9) 104 281 1 PROJECT LOCATION 10,5808,900 2,460 9,0304,620 213601 421 (641) 6 (14) 17 (9)(506) 370 12 (32) 13 (7) 55 (30) (25) 9 0 (0) 0(0) 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 20 Traffic Operations - Capacity & Level of Service Analyses Capacity and level of service analyses were performed for the study area intersections for 2023 current daily traffic volumes (shown in Figure 4), estimated 2038 background traffic volumes (shown in Figure 7), estimated 2038 total traffic volumes (shown in Figure 8), and recommended 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 C.  Figure 9: Traffic Operations Summary for 2023 Existing Conditions  Figure 10: Traffic Operations Summary for 2038 Estimated Background Traffic  Figure 11: Traffic Operations Summary for 2038 Estimated Total Traffic  Figure 12: Traffic Operations Summary for Recommended Improvements • Traffic Signal Warrant Analyses Traffic signal warrant analyses were performed in accordance with the Manual on Uniform Traffic Control Devices, 2009 Edition with Revision Numbers 1 and 2 incorporated, dated May 2012 (MUTCD) and the MDT Traffic Engineering Manual, dated August 2009. There are nine warrants establishing the minimum criteria for an intersection needing traffic signal control. The nine signal warrants are as follows in the MUTCD:  Warrant #1: Eight-Hour Vehicular Volume  Warrant #2: Four-Hour Vehicular Volume  Warrant #3: Peak Hour  Warrant #4: Pedestrian Volume  Warrant #5: School Crossing  Warrant #6: Coordinated Signal System  Warrant #7: Crash Experience  Warrant #8: Roadway Network  Warrant #9: Intersection Near a Grade Crossing HCS7 Software for MUTCD Signal Warrants was used to perform the analysis for the intersection. The traffic volumes counted for the intersection, as well as other applicable information was entered into the program and the resulting report is included in Appendix D. M:\213601\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2023 EXISTING CONDITIONS FIGURE 9 JOB NUMBER : SHEET : SCALE :1" = 500' 21 OF 650 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 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST C DCC A A PROJECT LOCATION A A BB A A A A D CCC B B B B 213601 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS M:\213601\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2038 BACKGROUND TRAFFIC FIGURE 10 JOB NUMBER : SHEET : SCALE :1" = 500' 22 OF 650 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 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST D FCE A A PROJECT LOCATION A A BC A A A A C DCC B B B B 213601 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS M:\213601\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR 2038 TOTAL TRAFFIC FIGURE 11 JOB NUMBER : SHEET : SCALE :1" = 500' 23 OF 650 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 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST PROJECT LOCATION 213601 D FDE A A A A AC A A A A C DCC B C B B B B A A A A C D 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS M:\213601\Traffic Impact Study\TIS Figures.dwgTRAFFIC OPERATIONS SUMMARY FOR RECOMMENDED IMPROVEMENTS FIGURE 12 JOB NUMBER : SHEET : SCALE :1" = 500' 24 OF 650 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 BAXTER LN CATTAIL ST DAVIS LNGALLOWAY ST PROJECT LOCATION 213601 C ECD A A A A 500'1000' JUNE 20246590 DAVIS LANE APARTMENT BUILDINGS AC A A A A C DCC B C B B B B A A A A C D 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 25 Cattail Street & Davis Lane Warrant #1: Eight-Hour Vehicular Volume Where there is a large volume of intersecting traffic or where traffic on the major street is so heavy that the traffic on the minor street experiences major delays, warrant #1 is used to consider the installation of a traffic control signal. Condition A applies in the case of large intersecting traffic and Condition B applies in the case of major delays in the minor street. If one of these conditions is met, then the criteria for Warrant #1 is satisfied. Results are shown in the HCS7 Report in Appendix D. Warrant #2: Four-Hour Vehicular Volume Where the volume of intersecting traffic is the main reason to consider installing a traffic control signal, warrant #2 is applied. Results are shown in the HCS7 Report in Appendix D. Warrant #3: Peak Hour Warrant #3 is used at a location where traffic for the minor street suffers delay during a minimum of one (1) hour of an average day. Also, the warrant is only applied in unusual cases. These include office complexes, manufacturing, industrial complexes, or high-occupancy vehicle facilities that discharge or attract large amounts of vehicles over a short period of time. 6590 Davis Lane Apartment Buildings is not one of these unusual cases and therefore the warrant does not qualify. Warrant #4: Pedestrian Volume Where the traffic volume on a major street is so large that pedestrians experience large delays, warrant #4 is applied. Pedestrian counts were low at the intersection of Cattail Street and Davis Lane and the intersection is not currently designed to account for pedestrian traffic crossing the major roadway. This warrant does not apply to this intersection; however, the installation of a traffic signal will improve pedestrian traffic at this intersection. Warrant #5: School Crossing Where children crossing the major street near a school is the main reason to consider installing a traffic control signal, warrant #5 is applied. There are no school crossings at the intersection and there isn’t one currently proposed for the 6590 Davis Lane Apartment Buildings. Therefore, warrant #5 was not included in this warrant analyses. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 26 Warrant #6: Coordinated Signal System Warrant #6 is applied when a traffic signal is needed to promote the progressive movement of traffic and maintain platooning of traffic in a coordinated traffic signal system. This warrant cannot be applied where the spacing of signals is less than 1,000 feet. Warrant #6 is not appropriate for this evaluation due to the traffic volumes observed at the study intersection. Warrant #7: Crash Experience Warrant #7 is applied where the frequency and severity of vehicle crashes is the main reason to consider installing a traffic signal. Crash experience at or near this intersection was discussed earlier in this report and is not deemed to be a major concern for this intersection. Warrant #8: Roadway Network When a traffic control signal is needed to concentrate and organize traffic flow on the roadway network, warrant #8 is applied. This warrant is used where two or more major routes intersect. The intersection does not qualify as Cattail Street is not a major route. Warrant #8 was not evaluated in this warrant analysis. Warrant #9: Intersection Near a Grade Crossing Warrant #9 is used at a location where the proximity to the intersection of a grade crossing on an approach controlled by a STOP or YIELD sign is the main reason to install a traffic control signal. There is not a grade crossing withing the study intersection. Therefore, warrant #9 was not included in this warrant analysis. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 27 FINDINGS • 2023 Existing Conditions - Traffic Operations Traffic Operations Summary for 2023 Existing Conditions Intersection Time Period Movement LOS Cattail Street & Davis Lane AM NB/SB/WB/EB A/A/C/C Cattail Street & Davis Lane PM NB/SB/WB/EB A/A/D/C Galloway Street & Davis Lane AM NB/SB/EB A/A/B Galloway Street & Davis Lane PM NB/SB/EB A/A/B Baxter Lane & Davis Lane AM NB/SB/WB/EB B/B/D/C Baxter Lane & Davis Lane PM NB/SB/WB/EB B/B/C/C Cattail Street & Davis Lane – All movements operate within acceptable levels of service, except for the westbound PM peak hour which operates at a LOS D. Galloway Street & Davis Lane - Operates within acceptable levels of service. Baxter Lane & Davis Lane – All movements operate within acceptable levels of service, except for westbound AM peak hour which operates at a LOS D. • 2038 Estimated Background Traffic - Traffic Operations Traffic Operations Summary for 2038 Background Traffic Intersection Time Period Movement LOS Cattail Street & Davis Lane AM NB/SB/WB/EB A/A/D/C Cattail Street & Davis Lane PM NB/SB/WB/EB A/A/F/E Galloway Street & Davis Lane AM NB/SB/EB A/A/B Galloway Street & Davis Lane PM NB/SB/EB A/A/C Baxter Lane & Davis Lane AM NB/SB/WB/EB B/B/C/C Baxter Lane & Davis Lane PM NB/SB/WB/EB B/B/D/C Cattail Street & Davis Lane – All movements operate within acceptable levels of service, except for the westbound AM peak hour which operates at a LOS D and the westbound PM and eastbound PM peak hours that operate at a LOS F and LOS E, respectively. Galloway Street & Davis Lane - Operates within acceptable levels of service. Baxter Lane & Davis Lane – Operates within acceptable levels of service, except for the westbound PM peak hour that operates at a LOS D. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 28 • 2038 Estimated Total Traffic - Traffic Operations Traffic Operations Summary for 2038 Total Traffic Intersection Time Period Movement LOS Cattail Street & Davis Lane AM NB/SB/WB/EB A/A/D/D Cattail Street & Davis Lane PM NB/SB/WB/EB A/A/F/E Access Road & Davis Lane AM NB/SB/WB A/A/B Access Road & Davis Lane PM NB/SB/WB A/A/B Galloway Street & Davis Lane AM NB/SB/WB/EB A/A/C/A Galloway Street & Davis Lane PM NB/SB/WB/EB A/A/D/C Baxter Lane & Davis Lane AM NB/SB/WB/EB B/B/C/C Baxter Lane & Davis Lane PM NB/SB/WB/EB C/B/D/C Cattail Street & Davis Lane – All movements operate within acceptable levels of service, except for the westbound and eastbound AM peak hours (LOS D) and the westbound and eastbound PM peak hours, which operate at a LOS F and LOS E, respectively. Access Road & Davis Lane - Operates within acceptable levels of service. Galloway Street & Davis Lane - Operates within acceptable levels of service, except for westbound PM peak hour (LOS D). Baxter Lane & Davis Lane – All movements operate within acceptable levels of service, except for westbound PM peak hour which operates at a LOS D. • Recommended Improvements - Traffic Signal Warrant Analyses A traffic signal will not be warranted at the intersection of Cattail Street and Davis Lane. The signal was analyzed for 2023 conditions and was well below the threshold for requiring a traffic signal. The results of the warrant study can be found in Appendix D. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 29 - Traffic Operations Traffic Operations Summary for Recommended Improvements Intersection Time Period Movement LOS Cattail Street & Davis Lane AM NB/SB/WB/EB A/A/C/C Cattail Street & Davis Lane PM NB/SB/WB/EB A/A/E/D Access Road & Davis Lane AM NB/SB/WB A/A/B Access Road & Davis Lane PM NB/SB/WB A/A/B Galloway Street & Davis Lane AM NB/SB/WB/EB A/A/C/A Galloway Street & Davis Lane PM NB/SB/WB/EB A/A/D/C Baxter Lane & Davis Lane AM NB/SB/WB/EB B/B/C/C Baxter Lane & Davis Lane PM NB/SB/WB/EB C/B/D/C Cattail Street & Davis Lane – All movements operate within acceptable levels of service, except for the westbound and eastbound PM peak hours, which operate at a LOS E and LOS D, respectively. Access Road & Davis Lane - Operates within acceptable levels of service. Galloway Street & Davis Lane - Operates within acceptable levels of service, except for westbound PM peak hour (LOS D). Baxter Lane & Davis Lane – All movements operate within acceptable levels of service, except for westbound PM peak hour which operates at a LOS D. • Pedestrians & Bicyclists Within the study area, facilities are available for pedestrians and bicyclists. Sidewalks are available throughout the development. Areas have been designated throughout the site for connectivity for future developments. • Transit Service No specific improvements are proposed with 6590 Davis Lane Apartment Buildings for transit service. There are currently no transit routes affecting this development. • Compliance with Applicable Local Codes Any improvements done with the proposed 6590 Davis Lane Apartment Buildings must be installed in accordance with the City of Bozeman 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. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 30 CONCLUSIONS & RECOMMENDATIONS • Study Area Intersections - Analysis of trip generation estimates and traffic operations show that the 6590 Davis Lane Apartment Buildings will impact the traffic system in the area. Based on the analyses, the following are recommended: Cattail Street & Davis Lane – A traffic signal is not required to be installed at this time due to the current traffic volumes seen at the intersection. It is anticipated that a traffic signal will be required in the future, and once traffic volumes at the intersection meet the signal warrants laid out in this report, installation should be considered to improve the level of service. The intersection of Cattail Street and Davis Lane will also need to be redesigned in the future for ROW needs and to account for the full buildout of the intersection. The geometry of the intersection will need to be improved to account for the anticipated growth. A left turn lane will need to be added for the westbound and eastbound movements. The turn lane should have at least 100’ of storage. A northbound right turn lane is also needed to account for the high volume of northbound right turning movements. This turn lane should also have a storage length of 100’. A southbound right turn lane, while not required to improve the level of service, should also be considered. This would create an intersection with consistent geometry for all turning movements and would bring the intersection closer to full buildout when a traffic signal would be required. The design of the Cattail Street and Davis Lane intersection will need to be coordinated with the City of Bozeman. Access Road & Davis Lane – This is a new intersection added to the roadway system. No improvements are required for Davis Lane and the Access Road to the site only requires one lane entering and exiting the property. The intersection will be designed and restricted to allow for only right-in and right-out movements. Galloway Street & Davis Lane – No improvements will be required for Davis Lane and the new access to the property requires only one lane entering and exiting the property. All movements will be allowed. Baxter Lane & Davis Lane – No improvements are required for this intersection. The intersection can continue to operate as it does today with no traffic mitigation. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S TR A FF I C I M PA CT S TU D Y J U N E 2 0 24 31 • Site Accessibility - All roadways should be installed in accordance with City of Bozeman 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. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 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 Manual, 11th Edition. Washington, DC: Author. 5. Montana Department of Transportation. (August 2009). Montana Traffic Engineering Manual. Helena, MT: Author. 6. Transportation Research Board. (2016). Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis. Washington, DC: Author. 7. 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. 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 A P P E N D I X APPENDIX A 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:0.83 Factor 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach 1.000 1.000 1.000 1.000 1.000 Approach Intersection Start Time U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total U-Turn Left Thru Right Ped/Bike Total Total 7:30 AM 0 11 28 12 0 51 0 20 35 15 0 70 0 12 57 10 0 79 0 12 72 9 0 93 293 7:45 AM 0 15 41 12 0 68 0 24 56 16 0 96 0 23 64 11 1 99 0 21 76 26 1 124 387 8:00 AM 0 30 52 14 0 96 0 17 45 18 0 80 0 24 65 19 0 108 0 12 85 48 0 145 429 8:15 AM 0 12 49 13 0 74 0 9 32 18 0 59 0 10 51 11 0 72 0 20 83 14 0 117 322 Total 0 68 170 51 0 289 0 70 168 67 0 305 0 69 237 51 1 358 0 65 316 97 1 479 1,431 Apprch % 0.0% 23.5% 58.8% 17.6% 0.0% 0.0% 23.0% 55.1% 22.0% 0.0% 0.0% 19.3% 66.2% 14.2% 0.3% 0.0% 13.6% 66.0% 20.3% 0.2% Total % 0.0% 4.8% 11.9% 3.6% 0.0% 20.2% 0.0% 4.9% 11.7% 4.7% 0.0% 21.3% 0.0% 4.8% 16.6% 3.6% 0.1% 25.0% 0.0% 4.5% 22.1% 6.8%0.1% 33.5% Heavy % 0.0% 0.5% 7.2% 0.7% 0.0% 1.8% 3.1% 0.9% 0.0% 2.0% 1.4%4.5% 0.0% 2.6% 0.4% 0.9% 2.2% Out 372 Right Thru Left U-Turn 97 316 65 0 U-Turn 0 67 Right Left 68 168 Thru Thru 170 70 Left Right 51 0 U-Turn 0 69 237 51 U-Turn Left Thru Right 437 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 9 54 11 0 74 0 12 57 20 1 90 0 16 72 17 0 105 0 38 66 9 0 113 382 5:00 PM 0 11 59 10 0 80 0 9 53 23 0 85 0 12 84 21 0 117 0 47 71 11 0 129 411 5:15 PM 0 15 64 7 0 86 0 11 55 26 0 92 0 14 86 15 0 115 0 49 65 11 0 125 418 5:30 PM 0 10 54 5 0 69 0 15 56 34 0 105 0 20 65 16 0 101 0 35 56 13 0 104 379 Total 0 45 231 33 0 309 0 47 221 103 1 372 0 62 307 69 0 438 0 169 258 44 0 471 1,590 Apprch % 0.0% 14.6% 74.8% 10.7% 0.0% 0.0% 12.6% 59.4% 27.7% 0.3% 0.0% 14.2% 70.1% 15.8% 0.0% 0.0% 35.9% 54.8% 9.3% 0.0% Total % 0.0% 2.8% 14.5% 2.1% 0.0% 19.4% 0.0% 3.0% 13.9% 6.5% 0.1% 23.4% 0.0% 3.9% 19.3% 4.3% 0.0% 27.5% 0.0% 10.6% 16.2% 2.8% 0.0% 29.6% Heavy % 0.0% 0.7% 2.8% 0.0% 0.0% 0.0% 0.6% 0.0% 0.0% 0.4% 0.4%0.4% 0.0% 1.7% 0.6% 0.0% 0.9% Out 455 Right Thru Left U-Turn 44 258 169 0 U-Turn 0 103 Right Left 45 221 Thru Thru 231 47 Left Right 33 0 U-Turn 0 62 307 69 U-Turn Left Thru Right 338 Out Baxter Lane & Davis Lane Tuesday, February 28 & Wednesday, March 1 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Baxter Lane Baxter Lane Davis Lane Davis Lane Eastbound Westbound Northbound Southbound 478 In Baxter LaneBaxter LaneDavis Lane 289In Out 334 305 In 286 357 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 1,429 Baxter Lane & Davis Lane Tuesday, February 28 & Wednesday, March 1 Northbound Southbound Davis Lane Groups Printed - Cars, Trucks, Bank3, & Bank4 Baxter Lane Baxter Lane Davis Lane Davis Lane Weekday, PM Peak Period Davis Lane Baxter LaneIn Baxter Lane471 Out 327 469 Out TOTAL ENTERING VEHICLES In Davis Lane In 309 371 In1,589 438 Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 Peak Hour Factor:0.79 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 8 4 1 0 13 0 14 6 3 1 24 0 2 41 7 0 50 0 0 45 8 0 53 140 7:45 AM 0 6 6 3 0 15 0 17 10 5 0 32 0 13 45 12 1 71 0 0 57 26 1 84 202 8:00 AM 0 9 9 4 0 22 0 18 5 1 0 24 0 23 52 13 0 88 0 0 63 38 0 101 235 8:15 AM 0 14 9 2 0 25 0 11 5 0 0 16 0 2 47 25 0 74 0 1 40 6 0 47 162 Total 0 37 28 10 0 75 0 60 26 9 1 96 0 40 185 57 1 283 0 1 205 78 1 285 739 Apprch % 0.0% 49.3% 37.3% 13.3% 0.0% 0.0% 62.5% 27.1% 9.4% 1.0% 0.0% 14.1% 65.4% 20.1% 0.4% 0.0% 0.4% 71.9% 27.4% 0.4% Total % 0.0% 5.0% 3.8% 1.4% 0.0% 10.1% 0.0% 8.1% 3.5% 1.2% 0.1% 13.0% 0.0% 5.4% 25.0% 7.7% 0.1% 38.3% 0.0% 0.1% 27.7% 10.6% 0.1% 38.6% Heavy % 0.0% 7.9% 3.8% 5.6% 0.0% 2.4% 0.0% 11.5% 0.0% 15.0% 5.7% 0.0% 0.0% 0.0% 3.8% 1.1% 4.2% Out 231 Right Thru Left U-Turn 78 205 1 0 U-Turn 0 9 Right Left 37 26 Thru Thru 28 60 Left Right 10 0 U-Turn 0 40 185 57 U-Turn Left Thru Right 275 Out Count Location: Count Date: Count Time Period: 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 5:00 PM 0 8 9 1 2 20 0 18 10 1 1 30 0 1 77 46 0 124 0 2 56 10 0 68 242 5:15 PM 0 6 15 3 1 25 0 20 13 2 2 37 0 2 81 39 0 122 0 2 80 8 2 92 276 5:30 PM 0 8 9 0 1 18 0 23 15 1 1 40 0 2 80 31 0 113 0 1 63 10 0 74 245 5:45 PM 0 4 6 1 0 11 0 19 15 1 1 36 0 3 68 38 0 109 0 2 62 18 1 83 239 Total 0 26 39 5 4 74 0 80 53 5 5 143 0 8 306 154 0 468 0 7 261 46 3 317 1,002 Apprch % 0.0% 35.1% 52.7% 6.8% 5.4% 0.0% 55.9% 37.1% 3.5% 3.5% 0.0% 1.7% 65.4% 32.9% 0.0% 0.0% 2.2% 82.3% 14.5% 0.9% Total % 0.0% 2.6% 3.9% 0.5% 0.4% 7.4% 0.0% 8.0% 5.3% 0.5% 0.5%14.3% 0.0% 0.8% 30.5% 15.4% 0.0% 46.7% 0.0% 0.7% 26.0% 4.6% 0.3% 31.6% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 0.7% 0.0% 0.0% 0.0% 0.0% 2.3%0.6% 0.0% 0.0% 0.0% 0.0% 0.9% Out 337 Right Thru Left U-Turn 46 261 7 0 U-Turn 0 5 Right Left 26 53 Thru Thru 39 80 Left Right 5 0 U-Turn 0 8 306 154 U-Turn Left Thru Right 346 Out Davis Lane In 70 138 In990 468 Davis Lane Cattail StreetIn Cattail Street314 Out 107 200 Out TOTAL ENTERING VEHICLES In Southbound Davis Lane Groups Printed - Cars, Trucks, Bank3, & Bank4 Cattail Street Cattail Street Davis Lane Davis Lane Weekday, PM Peak Period 282 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 736 Cattail Street & Davis Lane Tuesday, March 7 & Wednesday, March 8 Northbound Eastbound Westbound Northbound Southbound 284 In Cattail StreetCattail StreetDavis Lane 75In Out 144 95 In 86 Cattail Street & Davis Lane Tuesday, March 7 & Wednesday, March 8 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Cattail Street Cattail Street Davis Lane Davis Lane 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 7:45 AM 0 1 0 10 0 11 0 0 0 0 0 0 0 1 76 0 0 77 0 0 85 0 0 85 173 8:00 AM 0 1 0 5 0 6 0 0 0 0 0 0 0 1 82 0 0 83 0 0 76 1 0 77 166 8:15 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 0 83 0 0 83 0 0 53 3 0 56 140 8:30 AM 0 3 0 5 0 8 0 0 0 0 0 0 0 2 63 0 0 65 0 0 55 5 0 60 133 Total 0 5 0 21 0 26 0 0 0 0 0 0 0 4 304 0 0 308 0 0 269 9 0 278 612 Apprch % 0.0% 19.2% 0.0% 80.8% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.3% 98.7% 0.0% 0.0% 0.0% 0.0% 96.8% 3.2% 0.0% Total % 0.0% 0.8% 0.0% 3.4% 0.0% 4.2% 0.0% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 0.7% 49.7% 0.0% 0.0% 50.3% 0.0% 0.0% 44.0% 1.5% 0.0%45.4% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 4.8%0.0% 0.0% 0.0% 2.3% 0.0% 3.3% Out 309 Right Thru Left U-Turn 9 269 0 0 U-Turn 0 0 Right Left 5 0 Thru Thru 0 0 Left Right 21 0 U-Turn 0 4 304 0 U-Turn Left Thru Right 290 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 2 0 3 0 5 0 0 0 0 0 0 0 4 112 0 0 116 0 0 85 1 0 86 207 5:00 PM 0 2 0 3 0 5 0 0 0 0 0 0 0 5 122 0 0 127 0 0 84 2 0 86 218 5:15 PM 0 4 0 1 0 5 0 0 0 0 0 0 0 3 129 0 0 132 0 0 91 2 0 93 230 5:30 PM 0 3 0 2 0 5 0 0 0 0 0 0 0 1 109 0 0 110 0 0 99 3 0 102 217 Total 0 11 0 9 0 20 0 0 0 0 0 0 0 13 472 0 0 485 0 0 359 8 0 367 872 Apprch % 0.0% 55.0% 0.0% 45.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2.7% 97.3% 0.0% 0.0% 0.0% 0.0% 97.8% 2.2% 0.0% Total % 0.0% 1.3% 0.0% 1.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0% 0.0%0.0% 0.0% 1.5% 54.1% 0.0% 0.0% 55.6% 0.0% 0.0% 41.2% 0.9% 0.0%42.1% Heavy % 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.9%0.0% 0.0% 0.0% 0.2% 0.0% 1.1% Out 483 Right Thru Left U-Turn 8 359 0 0 U-Turn 0 0 Right Left 11 0 Thru Thru 0 0 Left Right 9 0 U-Turn 0 13 472 0 U-Turn Left Thru Right 368 Out Galloway Street & Davis Lane Tuesday, February 28 & Wednesday, March 1 Weekday, AM Peak Period Groups Printed - Cars, Trucks, Bank3, & Bank4 Galloway Street Galloway Street Davis Lane Davis Lane Eastbound Westbound Northbound Southbound 278 In Galloway StreetGalloway StreetDavis Lane 26In Out 13 0 In 0 308 In Eastbound Westbound Out TOTAL ENTERING VEHICLES 612 Galloway Street & Davis Lane Tuesday, February 28 & Wednesday, March 1 Northbound Southbound Davis Lane Groups Printed - Cars, Trucks, Bank3, & Bank4 Galloway Street Galloway Street Davis Lane Davis Lane Weekday, PM Peak Period Davis Lane Galloway StreetIn Galloway Street367 Out 21 0 Out TOTAL ENTERING VEHICLES In Davis Lane In 20 0 In872 485 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 A P P E N D I X APPENDIX B 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)300 26 85 111 71 46 117 681 681 1,362 Rate:Rate:Rate: TOTALS:300 26 85 111 71 46 117 681 681 1362 0.37 / UNIT 0.39 / UNIT 4.54 / UNIT 6590 Davis Lane Apartment Buildings Traffic Impact Study Trip Generation Estimate - Multifamily Housing (Mid-Rise) Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 A P P E N D I X APPENDIX C CAPACITY & LEVEL OF SERVICE ANALYSES HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2023 North/South Street Davis Lane Time Analyzed Existing AM Peak Hour Factor 0.79 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)37 28 10 60 26 9 40 185 57 1 205 78 Percent Heavy Vehicles (%)4 4 4 4 4 4 4 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.14 6.54 6.24 7.14 6.54 6.24 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.54 4.04 3.34 3.54 4.04 3.34 2.24 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)95 120 51 1 Capacity, c (veh/h)342 327 1189 1243 v/c Ratio 0.28 0.37 0.04 0.00 95% Queue Length, Q₉₅ (veh)1.1 1.6 0.1 0.0 Control Delay (s/veh)19.5 22.3 8.2 7.9 Level of Service (LOS)C C A A Approach Delay (s/veh)19.5 22.3 1.5 0.0 Approach LOS C C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/14/2023 9:46:44 AMCattail Ex AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2023 North/South Street Davis Lane Time Analyzed Existing PM Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)26 39 5 80 53 5 8 306 154 7 261 46 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)77 152 9 8 Capacity, c (veh/h)290 292 1227 1064 v/c Ratio 0.27 0.52 0.01 0.01 95% Queue Length, Q₉₅ (veh)1.0 2.8 0.0 0.0 Control Delay (s/veh)21.8 30.0 8.0 8.4 Level of Service (LOS)C D A A Approach Delay (s/veh)21.8 30.0 0.2 0.3 Approach LOS C D Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/14/2023 9:56:15 AMCattail Ex PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Background AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)50 38 13 81 35 12 54 249 77 1 276 104 Percent Heavy Vehicles (%)4 4 4 4 4 4 4 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.14 6.54 6.24 7.14 6.54 6.24 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.54 4.04 3.34 3.54 4.04 3.34 2.24 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)106 135 57 1 Capacity, c (veh/h)296 281 1148 1205 v/c Ratio 0.36 0.48 0.05 0.00 95% Queue Length, Q₉₅ (veh)1.6 2.4 0.2 0.0 Control Delay (s/veh)23.8 29.0 8.3 8.0 Level of Service (LOS)C D A A Approach Delay (s/veh)23.8 29.0 1.6 0.0 Approach LOS C D Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/23/2023 1:30:52 PMCattail Bk AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Background PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)35 52 7 108 71 7 11 412 207 9 351 62 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)99 196 12 9 Capacity, c (veh/h)197 194 1130 940 v/c Ratio 0.50 1.01 0.01 0.01 95% Queue Length, Q₉₅ (veh)2.5 8.7 0.0 0.0 Control Delay (s/veh)40.4 117.5 8.2 8.9 Level of Service (LOS)E F A A Approach Delay (s/veh)40.4 117.5 0.3 0.3 Approach LOS E F Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/23/2023 1:30:39 PMCattail Bk PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Total AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)50 38 14 84 35 12 58 266 86 1 281 104 Percent Heavy Vehicles (%)4 4 4 4 4 4 4 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.14 6.54 6.24 7.14 6.54 6.24 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.54 4.04 3.34 3.54 4.04 3.34 2.24 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)107 138 61 1 Capacity, c (veh/h)280 263 1143 1177 v/c Ratio 0.38 0.52 0.05 0.00 95% Queue Length, Q₉₅ (veh)1.7 2.8 0.2 0.0 Control Delay (s/veh)25.7 32.9 8.3 8.1 Level of Service (LOS)D D A A Approach Delay (s/veh)25.7 32.9 1.7 0.0 Approach LOS D D Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 1:15:56 PMCattail Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Total PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)35 52 11 115 71 7 13 421 212 9 365 62 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)103 203 14 9 Capacity, c (veh/h)187 179 1116 928 v/c Ratio 0.55 1.13 0.01 0.01 95% Queue Length, Q₉₅ (veh)2.9 10.4 0.0 0.0 Control Delay (s/veh)45.5 161.2 8.3 8.9 Level of Service (LOS)E F A A Approach Delay (s/veh)45.5 161.2 0.3 0.3 Approach LOS E F Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 1:16:44 PMCattail Tot PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Recommended AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 1 1 0 1 1 0 0 0 1 1 0 0 1 0 Configuration L TR L TR LT R LTR Volume (veh/h)50 38 14 84 35 12 58 266 86 1 281 104 Percent Heavy Vehicles (%)4 4 4 4 4 4 4 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.14 6.54 6.24 7.14 6.54 6.24 4.14 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.54 4.04 3.34 3.54 4.04 3.34 2.24 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)53 55 88 49 61 1 Capacity, c (veh/h)245 331 256 346 1143 1177 v/c Ratio 0.22 0.17 0.34 0.14 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.8 0.6 1.5 0.5 0.2 0.0 Control Delay (s/veh)23.7 18.0 26.3 17.1 8.3 8.1 Level of Service (LOS)C C D C A A Approach Delay (s/veh)20.8 23.0 1.5 0.0 Approach LOS C C Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 1:24:17 PMCattail Rec AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Cattail St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Cattail Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Recommended PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 1 1 0 1 1 0 0 0 1 1 0 0 1 0 Configuration L TR L TR LT R LTR Volume (veh/h)35 52 11 115 71 7 13 421 212 9 365 62 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 66 121 82 14 9 Capacity, c (veh/h)152 226 185 271 1116 928 v/c Ratio 0.24 0.29 0.65 0.30 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.9 1.2 3.8 1.2 0.0 0.0 Control Delay (s/veh)36.0 27.4 55.1 23.9 8.3 8.9 Level of Service (LOS)E D F C A A Approach Delay (s/veh)30.5 42.5 0.3 0.3 Approach LOS D E Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 1:25:15 PMCattail Rec PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Galloway St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Galloway Street Analysis Year 2023 North/South Street Davis Lane Time Analyzed Existing AM Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)5 21 4 304 269 9 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)30 5 Capacity, c (veh/h)638 1239 v/c Ratio 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)10.9 7.9 Level of Service (LOS)B A Approach Delay (s/veh)10.9 0.1 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/7/2023 1:04:37 PMGalloway Ex AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Galloway St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Galloway Street Analysis Year 2023 North/South Street Davis Lane Time Analyzed Existing PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)11 9 13 472 359 8 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.41 6.21 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.51 3.31 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)21 14 Capacity, c (veh/h)403 1178 v/c Ratio 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.0 Control Delay (s/veh)14.4 8.1 Level of Service (LOS)B A Approach Delay (s/veh)14.4 0.2 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/7/2023 1:03:24 PMGalloway Ex PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Galloway St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Galloway Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Background AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)7 28 5 409 362 12 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 5 Capacity, c (veh/h)553 1159 v/c Ratio 0.07 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 Control Delay (s/veh)12.0 8.1 Level of Service (LOS)B A Approach Delay (s/veh)12.0 0.1 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/23/2023 2:19:14 PMGalloway Bk AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Galloway St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Galloway Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Background PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)15 12 17 635 483 11 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.41 6.21 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.51 3.31 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)28 18 Capacity, c (veh/h)277 1051 v/c Ratio 0.10 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.1 Control Delay (s/veh)19.5 8.5 Level of Service (LOS)C A Approach Delay (s/veh)19.5 0.2 Approach LOS C Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 3/23/2023 2:19:51 PMGalloway Bk PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Galloway St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Galloway Street Analysis Year 2038 North/South Street Davis Lane Time Analyzed Total AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 1 0 0 0 1 0 Configuration LTR LTR L TR LTR Volume (veh/h)7 0 28 55 0 13 5 415 12 9 362 12 Percent Heavy Vehicles (%)3 3 3 3 3 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 72 5 9 Capacity, c (veh/h)823 314 1159 1106 v/c Ratio 0.04 0.23 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.9 0.0 0.0 Control Delay (s/veh)9.6 19.8 8.1 8.3 Level of Service (LOS)A C A A Approach Delay (s/veh)9.6 19.8 0.1 0.3 Approach LOS A C Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 1:28:45 PMGalloway Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Galloway St & Davis Ln Agency/Co.Jurisdiction Date Performed 8/4/2021 East/West Street Galloway Street Analysis Year 2028 North/South Street Davis Lane Time Analyzed Total PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 1 0 0 0 1 0 Configuration LTR LTR L TR LTR Volume (veh/h)15 0 12 29 0 7 17 649 32 25 483 11 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)28 38 18 26 Capacity, c (veh/h)233 159 1051 889 v/c Ratio 0.12 0.24 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.4 0.9 0.1 0.1 Control Delay (s/veh)22.6 34.6 8.5 9.2 Level of Service (LOS)C D A A Approach Delay (s/veh)22.6 34.6 0.2 0.8 Approach LOS C D Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 1:31:01 PMGalloway Tot PM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date 8/4/2021 Area Type Other Jurisdiction Time Period Existing AM PHF 0.83 Urban Street Baxter Lane Analysis Year 2023 Analysis Period 1> 7:00 Intersection Baxter Lane & Davis Lane File Name Baxter Ex AM.xus Project Description Davis Lane 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 68 170 51 70 168 67 69 237 51 65 316 97 Signal Information Green Yellow Red 5.2 46.8 5.3 16.8 0.0 0.0 4.0 4.0 4.0 4.0 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 7 4 3 8 5 2 1 6 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 9.2 20.8 9.3 20.9 9.2 50.8 9.2 50.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.3 11.0 5.4 15.8 3.9 3.8 Green Extension Time ( g e ), s 0.1 1.0 0.1 1.0 0.1 0.0 0.1 0.0 Phase Call Probability 0.87 1.00 0.88 1.00 0.87 0.86 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 82 205 61 84 283 83 286 61 78 257 241 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1585 1781 1779 1781 1781 1585 1781 1870 1720 Queue Service Time ( g s ), s 3.3 9.0 3.0 3.4 13.8 1.9 3.8 1.7 1.8 6.9 7.1 Cycle Queue Clearance Time ( g c ), s 3.3 9.0 3.0 3.4 13.8 1.9 3.8 1.7 1.8 6.9 7.1 Green Ratio ( g/C )0.24 0.19 0.19 0.25 0.19 0.58 0.52 0.52 0.58 0.52 0.52 Capacity ( c ), veh/h 196 349 296 286 333 580 1851 824 680 970 892 Volume-to-Capacity Ratio ( X )0.419 0.586 0.208 0.294 0.850 0.143 0.154 0.075 0.115 0.265 0.270 Back of Queue ( Q ), ft/ln ( 50 th percentile)35 102 28.2 35.8 152.8 16.7 36.2 15.4 15.7 72.1 67.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.4 4.0 1.1 1.4 6.0 0.7 1.4 0.6 0.6 2.8 2.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.18 0.00 0.14 0.21 0.00 0.09 0.00 0.08 0.14 0.00 0.00 Uniform Delay ( d 1 ), s/veh 28.4 33.4 31.0 27.4 35.4 8.8 11.3 10.8 8.7 12.1 12.1 Incremental Delay ( d 2 ), s/veh 0.5 0.6 0.1 0.2 2.4 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 0.0 Control Delay ( d ), s/veh 28.9 34.0 31.1 27.6 37.7 8.8 11.5 11.0 8.7 12.8 12.9 Level of Service (LOS)C C C C D A B B A B B Approach Delay, s/veh / LOS 32.3 C 35.4 D 10.9 B 12.3 B Intersection Delay, s/veh / LOS 20.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.45 B 2.29 B 1.89 B 2.08 B Bicycle LOS Score / LOS 1.06 A 1.09 A 0.84 A 0.96 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 3/7/2023 9:13:29 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date 8/4/2021 Area Type Other Jurisdiction Time Period Existing PM PHF 0.95 Urban Street Baxter Lane Analysis Year 2023 Analysis Period 1> 7:00 Intersection Baxter Lane & Davis Lane File Name Baxter Ex PM.xus Project Description Davis Lane 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 45 231 33 47 221 103 62 307 69 169 258 44 Signal Information Green Yellow Red 4.8 1.8 43.5 4.3 19.7 0.0 4.0 0.0 4.0 4.0 4.0 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 7 4 3 8 5 2 1 6 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 8.2 23.7 8.3 23.8 8.8 47.5 10.6 49.3 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 3.1 3.1 3.1 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 3.8 12.4 3.9 18.6 3.6 6.4 Green Extension Time ( g e ), s 0.0 1.2 0.0 1.1 0.1 0.0 0.3 0.0 Phase Call Probability 0.69 1.00 0.71 1.00 0.80 0.99 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 47 243 35 49 341 65 323 73 178 161 157 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1598 1795 1783 1795 1795 1598 1795 1885 1790 Queue Service Time ( g s ), s 1.8 10.4 1.6 1.9 16.6 1.6 4.6 2.2 4.4 4.2 4.3 Cycle Queue Clearance Time ( g c ), s 1.8 10.4 1.6 1.9 16.6 1.6 4.6 2.2 4.4 4.2 4.3 Green Ratio ( g/C )0.26 0.22 0.22 0.27 0.22 0.54 0.48 0.48 0.56 0.50 0.50 Capacity ( c ), veh/h 176 412 349 283 391 639 1733 771 672 948 900 Volume-to-Capacity Ratio ( X )0.269 0.591 0.100 0.175 0.871 0.102 0.186 0.094 0.265 0.170 0.174 Back of Queue ( Q ), ft/ln ( 50 th percentile)19 117 14.8 19.7 180.9 14.5 45.4 20.1 39.8 44 42.7 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.8 4.6 0.6 0.8 7.2 0.6 1.8 0.8 1.6 1.7 1.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.10 0.00 0.07 0.12 0.00 0.08 0.00 0.11 0.35 0.00 0.00 Uniform Delay ( d 1 ), s/veh 27.0 31.6 28.1 25.6 33.9 10.2 13.2 12.6 10.0 12.2 12.2 Incremental Delay ( d 2 ), s/veh 0.3 0.5 0.0 0.1 2.4 0.0 0.2 0.2 0.1 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 0.0 Control Delay ( d ), s/veh 27.3 32.1 28.1 25.7 36.3 10.2 13.5 12.8 10.0 12.6 12.6 Level of Service (LOS)C C C C D B B B B B B Approach Delay, s/veh / LOS 30.9 C 35.0 C 12.9 B 11.7 B Intersection Delay, s/veh / LOS 21.2 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 1.90 B 2.08 B Bicycle LOS Score / LOS 1.02 A 1.13 A 0.87 A 0.90 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 3/7/2023 9:13:39 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date 8/4/2021 Area Type Other Jurisdiction Time Period Background AM PHF 0.95 Urban Street Baxter Lane Analysis Year 2038 Analysis Period 1> 7:00 Intersection Baxter Lane & Davis Lane File Name Baxter Bk AM.xus Project Description Davis Lane 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 92 229 69 94 226 90 93 319 69 87 425 131 Signal Information Green Yellow Red 5.4 43.8 5.5 19.3 0.0 0.0 4.0 4.0 4.0 4.0 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 7 4 3 8 5 2 1 6 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 9.5 23.3 9.5 23.3 9.5 47.8 9.4 47.8 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 3.1 3.1 3.1 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.7 12.4 5.8 18.1 4.4 4.2 Green Extension Time ( g e ), s 0.1 1.2 0.1 1.2 0.2 0.0 0.1 0.0 Phase Call Probability 0.91 1.00 0.92 1.00 0.91 0.90 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 97 241 73 99 333 98 336 73 92 303 282 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1598 1795 1793 1795 1795 1598 1795 1885 1733 Queue Service Time ( g s ), s 3.7 10.4 3.4 3.8 16.1 2.4 4.8 2.2 2.2 8.9 9.0 Cycle Queue Clearance Time ( g c ), s 3.7 10.4 3.4 3.8 16.1 2.4 4.8 2.2 2.2 8.9 9.0 Green Ratio ( g/C )0.27 0.21 0.21 0.28 0.21 0.55 0.49 0.49 0.55 0.49 0.49 Capacity ( c ), veh/h 203 404 342 303 384 512 1749 778 621 917 842 Volume-to-Capacity Ratio ( X )0.477 0.597 0.212 0.326 0.865 0.191 0.192 0.093 0.147 0.331 0.335 Back of Queue ( Q ), ft/ln ( 50 th percentile)39.6 116.7 31.9 40 176.5 21.6 46.9 19.9 20.1 94.9 88.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.6 4.6 1.3 1.6 7.0 0.9 1.9 0.8 0.8 3.8 3.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.20 0.00 0.16 0.24 0.00 0.11 0.00 0.10 0.17 0.00 0.00 Uniform Delay ( d 1 ), s/veh 27.0 31.9 29.1 25.7 34.1 10.3 13.1 12.4 10.0 14.2 14.2 Incremental Delay ( d 2 ), s/veh 0.6 0.5 0.1 0.2 2.3 0.1 0.2 0.2 0.0 1.0 1.1 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 Control Delay ( d ), s/veh 27.6 32.4 29.2 25.9 36.4 10.3 13.3 12.6 10.1 15.1 15.3 Level of Service (LOS)C C C C D B B B B B B Approach Delay, s/veh / LOS 30.7 C 34.0 C 12.6 B 14.5 B Intersection Delay, s/veh / LOS 21.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 1.90 B 2.09 B Bicycle LOS Score / LOS 1.16 A 1.20 A 0.91 A 1.05 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 3/24/2023 8:15:18 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date 8/4/2021 Area Type Other Jurisdiction Time Period Background PM PHF 0.95 Urban Street Baxter Lane Analysis Year 2038 Analysis Period 1> 7:00 Intersection Baxter Lane & Davis Lane File Name Baxter Bk PM.xus Project Description Davis Lane 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 61 311 44 63 297 139 83 413 93 227 347 59 Signal Information Green Yellow Red 5.3 3.9 34.2 4.9 25.7 0.0 4.0 0.0 4.0 4.0 4.0 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 7 4 3 8 5 2 1 6 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 8.8 29.7 8.9 29.8 9.3 38.2 13.2 42.1 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.2 15.5 4.3 24.3 4.6 8.9 Green Extension Time ( g e ), s 0.1 1.6 0.1 1.5 0.1 0.0 0.4 0.0 Phase Call Probability 0.80 1.00 0.81 1.00 0.89 1.00 Max Out Probability 0.00 0.00 0.00 0.02 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 64 327 46 66 459 87 435 98 239 218 210 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1598 1795 1783 1795 1795 1598 1795 1885 1790 Queue Service Time ( g s ), s 2.2 13.5 1.9 2.3 22.3 2.6 7.7 3.6 6.9 6.8 6.9 Cycle Queue Clearance Time ( g c ), s 2.2 13.5 1.9 2.3 22.3 2.6 7.7 3.6 6.9 6.8 6.9 Green Ratio ( g/C )0.34 0.29 0.29 0.34 0.29 0.44 0.38 0.38 0.50 0.42 0.42 Capacity ( c ), veh/h 191 538 456 321 510 500 1364 607 547 798 758 Volume-to-Capacity Ratio ( X )0.336 0.608 0.101 0.207 0.899 0.175 0.319 0.161 0.437 0.272 0.277 Back of Queue ( Q ), ft/ln ( 50 th percentile)22.9 148.7 17.8 23.4 258.8 25.3 80.1 34.9 65 74.7 72 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.9 5.9 0.7 0.9 10.3 1.0 3.2 1.4 2.6 3.0 2.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.11 0.00 0.09 0.14 0.00 0.13 0.00 0.18 0.57 0.00 0.00 Uniform Delay ( d 1 ), s/veh 23.9 27.8 23.7 21.5 30.9 15.0 19.7 18.4 13.5 16.9 16.9 Incremental Delay ( d 2 ), s/veh 0.4 0.4 0.0 0.1 8.1 0.1 0.6 0.6 0.2 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 0.0 Control Delay ( d ), s/veh 24.3 28.2 23.7 21.6 39.0 15.1 20.3 19.0 13.7 17.8 17.9 Level of Service (LOS)C C C C D B C B B B B Approach Delay, s/veh / LOS 27.1 C 36.8 D 19.4 B 16.3 B Intersection Delay, s/veh / LOS 24.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.28 B 1.91 B 2.10 B Bicycle LOS Score / LOS 1.21 A 1.35 A 1.00 A 1.04 A Copyright © 2023 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 3/24/2023 8:30:49 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date 8/4/2021 Area Type Other Jurisdiction Time Period Total AM PHF 0.95 Urban Street Baxter Lane Analysis Year 2038 Analysis Period 1> 7:00 Intersection Baxter Lane & Davis Lane File Name Baxter Tot AM.xus Project Description Davis Lane 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 99 229 69 94 226 97 93 323 69 108 438 152 Signal Information Green Yellow Red 5.5 0.2 43.0 5.5 0.1 19.7 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 3.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 9.6 23.8 9.5 23.7 9.5 47.0 9.7 47.2 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 3.1 3.1 3.1 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 6.0 12.3 5.8 18.5 4.4 4.8 Green Extension Time ( g e ), s 0.1 1.2 0.1 1.2 0.2 0.0 0.2 0.0 Phase Call Probability 0.93 1.00 0.92 1.00 0.91 0.94 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 104 241 73 99 340 98 340 73 114 323 298 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1598 1795 1789 1795 1795 1598 1795 1885 1719 Queue Service Time ( g s ), s 4.0 10.3 3.3 3.8 16.5 2.4 4.9 2.2 2.8 9.7 9.8 Cycle Queue Clearance Time ( g c ), s 4.0 10.3 3.3 3.8 16.5 2.4 4.9 2.2 2.8 9.7 9.8 Green Ratio ( g/C )0.28 0.22 0.22 0.28 0.22 0.54 0.48 0.48 0.54 0.48 0.48 Capacity ( c ), veh/h 230 416 352 286 392 471 1715 763 636 904 825 Volume-to-Capacity Ratio ( X )0.454 0.580 0.206 0.346 0.868 0.208 0.198 0.095 0.179 0.357 0.361 Back of Queue ( Q ), ft/ln ( 50 th percentile)42.1 115.5 31.6 39.7 179.9 22.1 48.6 20.3 25.7 104.2 96.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 4.6 1.3 1.6 7.1 0.9 1.9 0.8 1.0 4.1 3.8 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.21 0.00 0.16 0.23 0.00 0.12 0.00 0.11 0.22 0.00 0.00 Uniform Delay ( d 1 ), s/veh 26.3 31.4 28.6 25.6 33.9 11.0 13.6 12.9 10.3 14.7 14.7 Incremental Delay ( d 2 ), s/veh 0.5 0.5 0.1 0.3 2.3 0.1 0.3 0.2 0.0 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 Control Delay ( d ), s/veh 26.9 31.8 28.8 25.9 36.2 11.1 13.8 13.1 10.3 15.8 16.0 Level of Service (LOS)C C C C D B B B B B B Approach Delay, s/veh / LOS 30.1 C 33.9 C 13.2 B 15.0 B Intersection Delay, s/veh / LOS 21.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 1.90 B 2.09 B Bicycle LOS Score / LOS 1.18 A 1.21 A 0.91 A 1.09 A Copyright © 2024 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 6/24/2024 1:03:55 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.250 Analyst Cody Kerkaert Analysis Date 8/4/2021 Area Type Other Jurisdiction Time Period Total PM PHF 0.95 Urban Street Baxter Lane Analysis Year 2038 Analysis Period 1> 7:00 Intersection Baxter Lane & Davis Lane File Name Baxter Tot PM.xus Project Description Davis Lane 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 79 311 44 63 297 157 83 424 93 239 354 71 Signal Information Green Yellow Red 5.3 0.6 32.1 4.9 0.4 26.8 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 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 3.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 9.2 31.2 8.9 30.8 9.3 36.1 13.9 40.6 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 3.1 3.1 3.1 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.8 15.2 4.2 25.3 4.7 9.5 Green Extension Time ( g e ), s 0.1 1.7 0.1 1.5 0.1 0.0 0.4 0.0 Phase Call Probability 0.87 1.00 0.81 1.00 0.89 1.00 Max Out Probability 0.00 0.00 0.00 0.04 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 83 327 46 66 478 87 446 98 252 228 219 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1598 1795 1775 1795 1795 1598 1795 1885 1776 Queue Service Time ( g s ), s 2.8 13.2 1.9 2.2 23.3 2.7 8.2 3.8 7.5 7.4 7.5 Cycle Queue Clearance Time ( g c ), s 2.8 13.2 1.9 2.2 23.3 2.7 8.2 3.8 7.5 7.4 7.5 Green Ratio ( g/C )0.36 0.30 0.30 0.35 0.30 0.42 0.36 0.36 0.49 0.41 0.41 Capacity ( c ), veh/h 221 569 483 318 528 473 1278 569 529 767 723 Volume-to-Capacity Ratio ( X )0.377 0.575 0.096 0.208 0.904 0.185 0.349 0.172 0.475 0.298 0.303 Back of Queue ( Q ), ft/ln ( 50 th percentile)29.1 144.6 17.3 23 274.5 26.8 86.8 36.7 71.9 82.1 78.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.2 5.7 0.7 0.9 10.9 1.1 3.4 1.5 2.9 3.3 3.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.15 0.00 0.09 0.14 0.00 0.14 0.00 0.19 0.63 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.9 26.5 22.6 20.9 30.4 16.3 21.3 19.9 14.5 18.0 18.0 Incremental Delay ( d 2 ), s/veh 0.4 0.3 0.0 0.1 9.8 0.1 0.8 0.7 0.2 1.0 1.1 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 Control Delay ( d ), s/veh 23.3 26.9 22.6 21.1 40.2 16.4 22.1 20.5 14.7 19.0 19.1 Level of Service (LOS)C C C C D B C C B B B Approach Delay, s/veh / LOS 25.8 C 37.9 D 21.0 C 17.5 B Intersection Delay, s/veh / LOS 24.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.43 B 2.28 B 1.91 B 2.10 B Bicycle LOS Score / LOS 1.24 A 1.39 A 1.01 A 1.06 A Copyright © 2024 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 6/24/2024 1:13:03 PM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Access Road & Davis Lane Agency/Co.Jurisdiction Date Performed 12/3/2021 East/West Street Access Road Analysis Year 2038 North/South Street Davis Lane Time Analyzed Total AM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 0 0 1 0 0 1 0 0 0 1 0 Configuration R TR T Volume (veh/h)17 421 6 370 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 Critical Headway (sec)6.23 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 Capacity, c (veh/h)610 v/c Ratio 0.03 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)11.1 Level of Service (LOS)B Approach Delay (s/veh)11.1 Approach LOS B Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 12:58:28 PMAccess Tot AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Cody Kerkaert Intersection Access Road & Davis Lane Agency/Co.Jurisdiction Date Performed 12/3/2021 East/West Street Access Road Analysis Year 2038 North/South Street Davis Lane Time Analyzed Total PM Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Davis Lane 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 0 0 0 1 0 0 1 0 0 0 1 0 Configuration R TR T Volume (veh/h)9 641 14 506 Percent Heavy Vehicles (%)1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 Critical Headway (sec)6.21 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 Capacity, c (veh/h)451 v/c Ratio 0.02 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)13.1 Level of Service (LOS)B Approach Delay (s/veh)13.1 Approach LOS B Copyright © 2024 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9 Generated: 6/24/2024 12:59:15 PMAccess Tot PM.xtw 6 5 9 0 D A V I S L A N E A P A R T M E N T B U I L D I N G S T R A F F I C I M P A C T S T U D Y J U N E 2 0 2 4 A P P E N D I X APPENDIX D CATTAIL STREET & DAVIS LANE TRAFFIC SIGNAL WARRANT ANALYSES Hyalite Engineers, PLLC Count Location: 2304 N 7th Ave. Suite L Count Date: Bozeman, Montana 59715 Count Time Period: P: 4065872781 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 7:00 AM 0 4 2 0 0 6 0 9 5 4 0 18 0 0 25 8 0 33 0 1 31 2 0 34 91 7:15 AM 0 3 3 0 1 7 0 12 5 1 0 18 0 0 31 3 0 34 0 1 33 3 1 38 97 7:30 AM 0 8 2 1 0 11 0 15 8 5 1 29 0 2 38 6 0 46 0 0 47 3 0 50 136 7:45 AM 0 10 6 2 0 18 0 18 8 5 0 31 0 13 35 13 1 62 0 0 58 25 0 83 194 8:00 AM 0 9 10 2 0 21 0 18 6 1 0 25 0 23 49 15 0 87 0 0 68 35 0 103 236 8:15 AM 0 13 6 1 0 20 0 10 3 0 0 13 0 3 42 22 0 67 0 0 42 5 0 47 147 8:30 AM 0 5 2 0 0 7 0 14 6 1 0 21 0 0 38 7 0 45 0 1 44 4 0 49 122 8:45 AM 0 7 2 0 0 9 0 13 5 0 0 18 0 0 39 10 0 49 0 0 39 3 0 42 118 9:00 AM 0 4 4 2 0 10 0 12 5 2 0 19 0 0 30 13 0 43 0 0 29 0 0 29 101 9:15 AM 0 2 8 0 0 10 0 5 3 0 0 8 0 1 25 13 0 39 0 0 23 0 0 23 80 9:30 AM 0 3 4 1 0 8 0 10 2 1 0 13 0 0 32 5 0 37 0 1 34 3 0 38 96 9:45 AM 0 6 4 0 0 10 0 8 0 1 0 9 0 0 34 17 1 52 0 3 24 1 0 28 99 10:00 AM 0 5 7 1 0 13 0 11 2 2 0 15 0 0 49 12 0 61 0 0 34 1 0 35 124 10:15 AM 0 8 7 0 1 16 0 10 5 1 0 16 0 0 41 18 0 59 0 2 34 1 0 37 128 10:30 AM 0 2 6 1 0 9 0 12 4 0 0 16 0 0 44 10 0 54 0 4 37 2 0 43 122 10:45 AM 0 4 5 0 0 9 0 4 3 0 1 8 0 0 45 14 0 59 0 0 40 4 0 44 120 11:00 AM 0 3 4 0 0 7 0 13 4 1 1 19 0 0 52 8 0 60 0 0 40 3 0 43 129 11:15 AM 0 5 7 0 0 12 0 8 2 1 0 11 0 0 49 10 0 59 0 0 46 10 0 56 138 11:30 AM 0 7 3 1 0 11 0 8 5 2 0 15 0 0 49 22 0 71 0 0 29 2 0 31 128 11:45 AM 0 3 4 2 1 10 0 14 6 1 0 21 0 0 57 15 0 72 0 1 44 4 0 49 152 12:00 PM 0 2 7 0 0 9 0 8 1 0 0 9 0 0 65 20 0 85 0 2 62 4 0 68 171 12:15 PM 0 4 5 0 0 9 0 17 7 0 0 24 0 0 64 21 0 85 0 0 54 3 0 57 175 12:30 PM 0 4 4 2 0 10 0 21 4 2 0 27 0 0 38 23 0 61 0 1 48 5 0 54 152 12:45 PM 0 1 1 0 0 2 0 25 4 1 0 30 0 1 53 20 0 74 0 1 46 3 0 50 156 1:00 PM 0 5 4 0 0 9 0 7 2 0 1 10 0 0 60 8 0 68 0 1 45 5 1 52 139 1:15 PM 0 3 3 0 0 6 0 17 5 3 0 25 0 0 42 20 0 62 0 2 42 0 0 44 137 1:30 PM 0 4 6 0 0 10 0 17 6 2 0 25 0 2 53 15 1 71 0 2 51 6 0 59 165 1:45 PM 0 6 3 4 0 13 0 21 4 2 0 27 0 0 46 20 0 66 0 1 45 2 0 48 154 2:00 PM 0 4 3 0 0 7 0 12 3 4 0 19 0 0 47 22 0 69 0 1 49 9 0 59 154 2:15 PM 0 7 3 0 0 10 0 14 13 0 0 27 0 0 61 17 0 78 0 2 47 3 0 52 167 2:30 PM 0 4 5 1 0 10 0 19 7 1 0 27 0 1 37 17 0 55 0 0 63 7 0 70 162 2:45 PM 0 7 5 1 0 13 0 18 5 2 0 25 0 1 42 23 0 66 0 0 57 4 0 61 165 3:00 PM 0 2 5 1 0 8 0 12 5 0 0 17 0 7 45 14 0 66 0 1 40 17 0 58 149 3:15 PM 0 3 8 1 0 12 0 19 11 0 0 30 0 19 72 19 0 110 0 1 38 26 0 65 217 3:30 PM 0 31 12 17 1 61 0 16 3 1 1 21 0 6 76 29 0 111 0 0 39 7 0 46 239 3:45 PM 0 16 5 1 2 24 0 17 5 2 0 24 0 1 81 38 1 121 0 0 58 4 1 63 232 4:00 PM 0 5 7 3 1 16 0 8 8 0 0 16 0 0 61 26 0 87 0 1 50 3 0 54 173 4:15 PM 0 9 7 0 0 16 0 12 7 2 0 21 0 2 71 27 0 100 0 0 62 7 1 70 207 4:30 PM 0 6 6 0 1 13 0 22 8 1 0 31 0 0 63 39 0 102 0 1 65 5 0 71 217 4:45 PM 0 3 8 2 0 13 0 22 10 1 0 33 0 1 69 26 0 96 0 0 53 9 0 62 204 5:00 PM 0 9 6 1 0 16 0 16 11 2 0 29 0 0 70 52 0 122 0 2 49 8 0 59 226 5:15 PM 0 4 14 1 2 21 0 17 8 2 0 27 0 3 81 36 0 120 0 1 76 10 0 87 255 5:30 PM 0 4 9 0 0 13 0 25 14 1 1 41 0 1 79 24 0 104 0 1 65 7 0 73 231 5:45 PM 0 6 7 0 0 13 0 19 16 1 0 36 0 0 77 38 0 115 0 2 60 5 0 67 231 6:00 PM 0 2 5 0 0 7 0 21 16 0 0 37 0 1 59 27 0 87 0 0 57 9 0 66 197 6:15 PM 0 10 2 2 0 14 0 20 11 1 2 34 0 0 47 37 0 84 0 2 52 10 0 64 196 6:30 PM 0 7 10 0 0 17 0 31 10 1 0 42 0 1 45 16 0 62 0 1 44 6 0 51 172 6:45 PM 0 3 5 1 1 10 0 19 6 0 0 25 0 1 24 18 0 43 0 0 49 5 0 54 132 Total 0 282 261 52 11 606 0 716 297 61 8 1,082 0 90 2,432 933 4 3,459 0 40 2,242 300 4 2,586 7,733 Apprch % 0.0% 46.5% 43.1% 8.6% 1.8% 0.0% 66.2% 27.4% 5.6% 0.7% 0.0% 2.6% 70.3% 27.0% 0.1% 0.0% 1.5% 86.7% 11.6% 0.2% Total % 0.0% 3.6% 3.4% 0.7% 0.1% 7.8% 0.0% 9.3% 3.8% 0.8% 0.1%14.0% 0.0% 1.2% 31.4% 12.1% 0.1% 44.7% 0.0% 0.5% 29.0% 3.9% 0.1% 33.4% Eastbound Westbound Northbound Southbound Cattail Street & Davis Lane Wednesday, March 8, 2023 7 AM to 7 PM Groups Printed - Cars, Trucks, Bank3, & Bank4 Cattail Street Cattail Street Davis Lane Davis Lane HCS7 Warrants Report Project Information Analyst Cody Kerkaert Date 3/8/2023 Agency Analysis Year 2023 Jurisdiction Time Period Analyzed Project Description Cattail Street and Davis Lane General Major Street Direction North-South Population < 10,000 No Starting Time Interval 7 Coordinated Signal System No Median Type Undivided Crashes (crashes/year)1 Major Street Speed (mi/h)35 Adequate Trials of Crash Exp. Alt.No Nearest Signal (ft)2700 Geometry and Traffic Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Number of Lanes, N 0 1 0 0 1 0 0 1 0 0 1 0 Lane Usage LTR LTR LTR LTR Vehicle Volumes Averages (veh/h)23 21 4 59 24 5 7 202 77 3 186 25 Pedestrian Averages (peds/h)0 0 0 0 Gap Averages (gaps/h)0 0 0 0 Delay (s/veh)0.0 0.0 0.0 0.0 Delay (veh-hrs)0.0 0.0 0.0 0.0 School Crossing and Roadway Network Number of Students in Highest Hour 0 Two or More Major Routes No Number of Adequate Gaps in Period 0 Weekend Counts No Number of Minutes in Period 0 5-year Growth Factor (%)3 Railroad Crossing Grade Crossing Approach None Rail Traffic (trains/day)0 Highest Volume Hour with Trains Unknown High Occupancy Buses (%)0 Distance to Stop Line (ft)Tractor-Trailer Trucks (%)1 Copyright © 2023 University of Florida. All Rights Reserved.HCS™Signal Warrants Version 7.9 Generated: 3/13/2023 2:28:25 PM Ex Cattail & Davis.xsw HCS7 Warrants Report Volume Summary Hour Major Volume Minor Volume Total Volume Peds/h Gaps/h 1A( 100%)1A( 80%)1B( 100%)1B( 80%)2( 100%)3A( 100%)3B( 100%)4A( 100%)4B( 100%) 07 -08 378 95 514 4 0 No No No No No No No No No 08 -09 489 77 623 0 0 No No No No No No No No No 09 -10 288 49 375 0 0 No No No No No No No No No 10 -11 392 54 492 3 0 No No No No No No No No No 11 -12 441 65 545 2 0 No No No No No No No No No 12 -13 534 90 654 0 0 No No No No No No No No No 13 -14 468 86 592 3 0 No No No No No No No No No 14 -15 510 98 648 0 0 No No No No No No No No No 15 -16 638 102 831 6 0 No No No Yes No No No No No 16 -17 641 101 798 3 0 No No No Yes No No No No No 17 -18 747 132 940 3 0 No Yes No Yes No No No No No 18 -19 511 136 694 3 0 No Yes No No No No No No No Total 6037 1085 7706 27 0 0 2 0 3 0 0 0 0 0 Warrants Warrant 1: Eight-Hour Vehicular Volume A. Minimum Vehicular Volumes (Both major approaches --and--higher minor approach) --or-- B. Interruption of Continuous Traffic (Both major approaches --and--higher minor approach) --or-- 80%Vehicular --and--Interruption Volumes (Both major approaches --and--higher minor approach) Warrant 2: Four-Hour Vehicular Volume Four-Hour Vehicular Volume (Both major approaches --and--higher minor approach) Warrant 3: Peak Hour A. Peak-Hour Conditions (Minor delay --and--minor volume --and--total volume) --or-- B. Peak-Hour Vehicular Volumes (Both major approaches --and--higher minor approach) Warrant 4: Pedestrian Volume A. Four Hour Volumes --or-- B. One-Hour Volumes Warrant 5: School Crossing Gaps Same Period --and-- Student Volumes Nearest Traffic Control Signal (optional) Warrant 6: Coordinated Signal System Degree of Platooning (Predominant direction or both directions) Warrant 7: Crash Experience A. Adequate trials of alternatives, observance and enforcement failed --and-- B. Reported crashes susceptible to correction by signal (12-month period) --and-- C. 80%Volumes for Warrants 1A, 1B, --or--4 are satisfied Warrant 8: Roadway Network A. Weekday Volume (Peak hour total --and--projected warrants 1, 2, or 3) --or-- B. Weekend Volume (Five hours total) Warrant 9: Grade Crossing A. Grade Crossing within 140 ft --and-- B. Peak-Hour Vehicular Volumes Copyright © 2023 University of Florida. All Rights Reserved.HCS™Signal Warrants Version 7.9 Generated: 3/13/2023 2:28:25 PM Ex Cattail & Davis.xsw