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012 Transportation Impact Analysis
DevCo North 3rd Apartments Bozeman, MT Transportation Impact Analysis December 21, 2022 Prepared for: DevCo, LLC 10900 NE 8th Street, Suite 1200 Bellevue, WA 98004 Prepared by: TENW Transportation Engineering NorthWest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 Office: (425) 889-6747 Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page i Table of Contents FINDINGS/CONCLUSIONS ......................................................................................................3 INTRODUCTION......................................................................................................................4 Project Description................................................................................................................4 Traffic Scoping & Study Area..................................................................................................4 Project Approach..................................................................................................................4 Primary Data and Information Sources ......................................................................................5 EXISTING CONDITIONS...........................................................................................................8 Roadway Network ...............................................................................................................8 Collision History...................................................................................................................8 Transit Service......................................................................................................................9 Non-motorized Transportation Facilities.....................................................................................9 Traffic Volumes.....................................................................................................................9 Intersection Levels of Service .................................................................................................12 FUTURE CONDITIONS ............................................................................................................14 Project Trip Generation........................................................................................................14 Project Trip Distribution and Assignment ..................................................................................14 Future Traffic Volumes..........................................................................................................15 Future Intersection Level of Service..........................................................................................21 Site Access Analysis............................................................................................................22 Non-Motorized Transportation Impacts ...................................................................................23 MITIGATION.........................................................................................................................23 Appendices Appendix A – November 2022 Traffic Scoping Email Appendix B – Existing Traffic Count Data Appendix C – Level of Service (LOS) Calculations Appendix D – Trip Generation Calculations Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page ii List of Figures and Tables Figure 1 Project Site Vicinity .......................................................................................................6 Figure 2 Preliminary Site Plan .....................................................................................................7 Figure 3 2022 Existing Weekday Traffic Volumes........................................................................11 Figure 4 Weekday AM Peak Hour Project Trip Assignment ............................................................16 Figure 5 Weekday PM Peak Hour Project Trip Assignment.............................................................17 Figure 6 2025 No Action Weekday Peak Hour Traffic Volumes .....................................................18 Figure 7 2025 With Project Weekday AM Peak Hour Traffic Volumes.............................................19 Figure 8 2025 With Project Weekday PM Peak Hour Traffic Volumes .............................................20 Table 1 Existing Roadway Network Summary – Project Site Vicinity ..................................................8 Table 2 Collision Data Summary by Year, January 1, 2014 to December 31, 2018...........................8 Table 3 Collision Data Summary by Type, January 1, 2014 to December 31, 2018 ..........................9 Table 4 LOS Criteria for Signalized and Stop-Controlled Intersections1 ............................................12 Table 5 2022 Existing Weekday Peak Hour LOS Summary ..........................................................13 Table 7 Trip Generation Summary............................................................................................14 Table 7 2025 Future Weekday Peak Hour LOS Summary ............................................................21 Table 8 Weekday Peak Hour Site Access Operations..................................................................22 Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 3 FINDINGS/CONCLUSIONS This traffic impact analysis (TIA) has been prepared for the North 3rd Apartments project located in the City of Bozeman, MT. This TIA was completed based on comments received via email from the City of Bozeman staff, and subsequent coordination. Project Proposal. The proposed North 3rd Apartments project would include the development of seven mid- rise buildings with a total of 216 multifamily dwelling units. The primary access to the site would be provided by two proposed driveways on N 3rd Avenue. Other access connections to the site are proposed to be provided via N 4th Avenue on the south side of the site and via Ivan Avenue on the north side of the site. The buildout of the project is anticipated in 2025. Trip Generation. The proposed project is estimated to generate 984 new weekday daily trips with 83 new trips (19 in, 64 out) occurring during the AM peak hour and 85 new trips (52 in, 33 out) occurring during the PM peak hour. Intersection Level of Service (LOS). The LOS analyses documented in this report were assessed at five (5) off- site study intersections during the weekday AM and PM peak hours. Based on the results of the analysis, four of the five study intersections are anticipated to operate at LOS C or better during the weekday AM and PM peak hours in 2025 without or with the proposed project. The study intersection of N 7th Ave/W Peach Street is anticipated to operate at LOS D in 2025 during the weekday PM peak hour without or with the proposed project. It should be noted that by the Montana Department of Transportation (MDT) has a planned improvement at N 7th Ave/W Peach Street that would improve operations. Site Access Evaluation. Based on the results of the analysis, the individual movements entering and exiting the site at each of the proposed stop-controlled site access locations are expected to operate at acceptable levels (LOS C or better) during the weekday AM and PM peak hours with the proposed project. Mitigation. Based on the results of the analysis shown in this report, no project-specific off-site transportation mitigation is proposed or required. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 4 INTRODUCTION This transportation impact analysis (TIA) documents traffic impacts associated with the proposed North 3rd Apartments project. The site is located on the west side of N 3rd Avenue between W Tamarack Street and W Peach Street. A site vicinity map is provided in Figure 1. Project Description The proposed North 3rd Apartments project would include the development of seven buildings with a total of 216 multifamily mid-rise dwelling units. The primary access to the site would be provided by two proposed driveways on N 3rd Avenue. Other access connections to the site are proposed to be provided via N 4th Avenue on the south side of the site and via Ivan Avenue on the north side of the site. The buildout of the project is anticipated in 2025. A preliminary site plan is shown in Figure 2. Traffic Scoping & Study Area The scope of work for this TIA was established in coordination with the City of Bozeman staff. A traffic scoping email dated November 4, 2022, included as Appendix A, was provided by the City outlining the requirements for the traffic study. Study intersections for the study were determined per the following from section 32.220.060.A.11 of the Bozeman Municipal Code: “All arterial-arterial, collector-collector and arterial-collector intersections within one-half mile of the site, or as required by the city engineer during the pre-application review, concept plan review, or informal project review”. The need to analyze several intersections located within one-half mile of the site was waived by the City as documented in the November 4, 2022 email. As a result, the following five (5) off-site study intersections were identified for evaluation during the weekday AM and PM peak hours. 1. N 7th Avenue / W Tamarack Street 2. N 7th Avenue / W Peach Street 3. N 4th Avenue / W Peach Street 4. N 3rd Avenue / W Peach Street 5. N 3rd Avenue / W Tamarack Street Project Approach To analyze the traffic impacts of the project, the following tasks were undertaken: Assessment of existing conditions and review of existing planning documents. Estimation of weekday AM peak hour, PM peak hour, and daily vehicular trips generated by the development. Evaluation of weekday AM and PM peak hour level of service (LOS) at 5 off-site study intersections. Evaluation of anticipated weekday AM and PM peak hour operations at each of the proposed site access locations, including LOS. Assessed bicycle and pedestrian impacts. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 5 Primary Data and Information Sources Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. Highway Capacity Manual (HCM) 6th Edition, 2016. 2022 weekday AM and PM peak hour traffic counts by IDAX and Sanderson Stewart. Montana Department of Transportation (MDT) 2014-2018 Crash Data. City of Bozeman Municipal Code. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 6 Figure 1 Project Site Vicinity Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 7 Figure 2 Preliminary Site Plan Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 8 EXISTING CONDITIONS This section describes existing transportation system conditions in the study area. Existing conditions described include an inventory of existing roadways, public transportation services, non-motorized transportation facilities, existing traffic volumes, and intersection levels of service (LOS). Roadway Network The existing street characteristics in the vicinity of the site are described below in Table 1. Table 1 Existing Roadway Network Summary – Project Site Vicinity Roadway Orientation Classification Speed Limit Number of Travel Lanes Sidewalks Bicycle Facilities W Tamarack St East-West Collector 25 2 Yes Yes N 3rd Ave North-South Local Street -2 Some No W Peach St East-West Collector 25 2 Yes Yes N 7th Ave North-South Principal Arterial 35 4-5 Yes No Collision History Historical collision data at the two off-site study intersections on N 7th Avenue was analyzed for the five-year period from 2014 to 2018. Collision data was provided by the Montana Department of Transportation (MDT). Summaries of the total, annual average, severity, collision type, and million entering vehicles (MEV) are provided in Table 2 and Table 3. The collisions summarized in the tables are those that occurred at the intersection. Table 2 Collision Data Summary by Year, January 1, 2014 to December 31, 2018 5-Year Total Collisions Intersection 20142015201620172018InjuryNon-InjuryTotalAverage Annual Collision Frequency Collisions per MEV 1 N 7th Ave / W Tamarack Street 0 0 0 1 0 1 0 1 0.2 0.03 N 7th Ave / W Peach Street 3 1 2 0 1 1 6 7 1.4 0.18 Source: Montana Department of Transportation (MDT).1. MEV = Million Entering Vehicles for intersections. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 9 Table 3 Collision Data Summary by Type, January 1, 2014 to December 31, 2018 Collision Type Location 5-Year Total Collisions Average Annual Collision Frequency Angle (Left/Right)Angle (T)OtherParked Veh/Fixed ObjectPed/BikeRear EndSideswipeN 7th Ave / W Tamarack Street 1 0.2 0 0 0 0 0 1 0 N 7th Ave / W Peach Street 7 1.4 1 2 1 0 1 2 0 Source: Montana Department of Transportation (MDT). Transit Service Transit service in Bozeman is provided by HRDC’s Streamline transit service. Fixed-route transit service is available on W Tamarack Street (Brownline) and on N 7th Avenue (Blueline and Brownline) in the project vicinity. Service is provided 7 days a week with approximately 30-minute to 1-hour headways. The nearest transit stops are located on W Tamarack Street east of N 5th Avenue and on N 7th Avenue in the vicinity of W Peach Street. Non-motorized Transportation Facilities Non-motorized transportation facilities in the project vicinity generally include sidewalks on most roads in the vicinity of the project site. N 3rd Avenue currently has intermittent sidewalks on the west side of the street. Marked crosswalks are provided along all legs of the signalized intersections of N 7th Ave/W Peach Street and N 7th Ave/W Tamarack Street. A marked crosswalk with Rectangular Rapid Flashing Beacons (RRFB) also exists across W Peach Street on the west leg of the N 5th Ave/W Peach Street intersection. The project site is located within the school boundary for Whittier Elementary School located west of the site at 511 N 5th Street. Elementary aged students from the North 3rd Apartments project who walk to school would be able to utilize sidewalks along N 3rd Avenue and W Peach Street as well as the marked crosswalk with RRFB across W Peach Street. Marked bicycle lanes currently exist along both sides of W Peach Street and in the westbound direction on W Tamarack Street. Sharrows are included on W Tamarack Street in the eastbound direction. Designated bicycle routes in the project vicinity are located east of the site on N Grand Ave and on W Tamarack Street (east of N Grand Ave). Traffic Volumes Existing weekday AM and PM peak hour traffic volumes at the study intersections were based on traffic counts conducted by Idax Data Solutions in April 2022 and by Sanderson Stewart in December 2022 . The existing traffic counts were adjusted to account for seasonality using Montana Department of Transportation (MDT) traffic adjustment factors. The AM and PM peak hours represent the highest one-hour time period between 7:00 to 9:00 AM and 4:00 to 6:00 PM respectively. Figure 3 illustrates the resulting 2022 weekday AM and PM peak hour traffic volumes at the study intersections and average daily traffic volumes (ADTs). The reported 2022 ADTs on N 7th Avenue, Durston Road, and W Peach Street were based on 2021 and 2022 volumes from the MDT website. A 4 percent annual growth Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 10 factor was applied to the 2021 ADTs to estimate 2022 ADTs. The ADTs on W Tamarack Street and N 3rd Avenue were estimated based on 2022 PM peak hour traffic volumes using a “k” factor of 10%. The detailed peak hour traffic count sheets are included in Appendix B. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 11 Figure 3 2022 Existing Weekday Traffic Volumes Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 12 Intersection Levels of Service LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control delay (sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group (additional v/c ratio criteria apply to lane group LOS only). The LOS reported at stop-controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major-street movement (and for the overall intersection at all-way stop controlled intersections. Additional v/c ratio criteria apply to lane group or movement LOS only). Table 4 outlines the current HCM (6th Edition) LOS criteria for signalized and stop-controlled intersections based on these methodologies. Table 4 LOS Criteria for Signalized and Stop-Controlled Intersections1 SIGNALIZED INTERSECTIONS UNSIGNALIZED INTERSECTIONS LOS by Volume-to Capacity (V/C) Ratio2 LOS by Volume-to Capacity (V/C) Ratio3 Control Delay (sec/veh) 1.0 > 1.0 Control Delay (sec/veh) 1.0 > 1.0 10 A F 10 A F > 10 to 20 B F > 10 to 15 B F > 20 to 35 C F > 15 to 25 C F > 35 to 55 D F > 25 to 35 D F > 55 to 80 E F > 35 to 50 E F > 80 F F > 50 F F 1 Source: Highway Capacity Manual (6th Edition), Transportation Research Board, 2016. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections, LOS is solely defined by control delay. Level of service calculations for the 5 off-site study intersections and proposed site access driveways were based on methodology and procedures outlined in the current HCM (6th Edition) using Synchro 11 (signals and stop-controlled intersections). Existing signal timing data was provided by the Montana Department of Transportation. The existing LOS results are summarized in Table 5. Detailed LOS summary worksheets are provided in Appendix C. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 13 Table 5 2022 Existing Weekday Peak Hour LOS Summary AM Peak Hour PM Peak Hour Study Intersection / Movement LOS Delay (sec)LOS Delay (sec) Signalized Intersections: 1. N 7th Ave / W Tamarack St A 5.8 B 11.5 2. N 7th Ave / W Peach St C 28.4 C 31.1 Unsignalized Intersection: 3. N 4th Ave / W Peach St Northbound Approach B 13.0 B 13.2 Eastbound Left-Turn A 0.0 A 7.9 Westbound Left-Turn A 8.1 A 7.9 Southbound Approach A 9.4 B 10.0 4. N 3rd Ave / W Peach St Eastbound Left-Turn A 7.7 A 7.9 Southbound Approach B 10.6 B 10.8 5. N 3rd Ave / W Tamarack St Northbound Approach A 9.7 B 10.2 Westbound Left-Turn A 7.6 A 7.5 As shown in Table 5, each of the signalized study intersections and individual stop-controlled movements currently operate at LOS C or better during the weekday AM and PM peak hours. It should be noted that the City’s currently adopted intersection standard is LOS C per municipal code section 38.400.060.B4. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 14 FUTURE CONDITIONS The following section of the report describes the traffic impacts of the proposed project on the surrounding roadway network and identified study intersections in the project study area. The analysis of traffic impacts includes project trip generation, distribution and assignment of project trips, LOS evaluation at study intersections for future 2025 buildout conditions, site access analysis and assessment of non-motorized transportation impacts. The analysis was conducted during the weekday AM and PM peak hours. Project Trip Generation The trip generation estimates for the proposed North 3rd Apartments project were based on methodology documented in the ITE Trip Generation Manual, 11th Edition (2021) for Land Use Code (LUC) 221 Multifamily Housing Mid-Rise. Table 6 summarizes the weekday daily, AM peak hour, and PM peak hour trip generation estimates for the project. Detailed trip generation estimates are provided in Appendix D. Table 6 Trip Generation Summary Net New Trips Generated Weekday Time Period In Out Total Daily 492 492 984 AM Peak Hour 19 64 83 PM Peak Hour 52 33 85 Project Trip Distribution and Assignment The preliminary distribution of the project trips generated by the proposed project was estimated based on existing and anticipated traffic patterns in the vicinity of the site. The peak hour project-generated trips are anticipated to be generally distributed to the street system as follows: 50 percent to/from the north on N 7th Avenue (north of W Tamarack Street) 15 percent to/from the west on Durston Road (west of N 7th Avenue) 15 percent to/from the south on N 7th Avenue (south of W Peach Street) 10 percent to/from the north on N Rouse Ave (north of W Tamarack Street) 10 percent to/from the south on N Rouse Ave (south of W Peach Street) The resulting assignment of the new weekday AM and PM peak hour project trips through the study intersections and site access driveways are shown in Figures 4 and 5. An assignment of the weekday daily project trips is also included in the figures. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 15 Future Traffic Volumes Future year 2025 No Action (without project) weekday AM and PM peak hour traffic volumes were estimated by applying a 4 percent annual growth rate to the existing 2022 traffic volumes. The 4 percent background growth rate was determined in coordination with the City of Bozeman staff. The resulting future 2025 No Action (without project) weekday AM and PM peak hour traffic volumes at the study intersections are shown in Figure 6. The future With Project traffic volumes were determined by adding the trip assignment from the proposed development (shown in Figures 4 and 5) to the future No Action (without project) traffic volumes (shown in Figure 6). The future 2025 With Project traffic volumes are shown in Figures 7 and 8. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 16 e Figure 4 Weekday AM Peak Hour Project Trip Assignment Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 17 Figure 5 Weekday PM Peak Hour Project Trip Assignment Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 18 e Figure 6 2025 No Action Weekday Peak Hour Traffic Volumes Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 19 Figure 7 2025 With Project Weekday AM Peak Hour Traffic Volumes Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 20 Figure 8 2025 With Project Weekday PM Peak Hour Traffic Volumes Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 21 Future Intersection Level of Service Future intersection LOS analyses were evaluated at the 5 off-site study intersections for future 2025 conditions with and without the proposed project. The future LOS analysis was limited to year of opening 2025 conditions based on discussions with City staff. The signal timing data used at the signalized study intersection was based on data provided by the Montana Department of Transportation (MDT). The roadway network assumed in the future LOS analyses was based on existing intersection geometry. The LOS results are summarized in Table 7 and detailed LOS worksheets are provided in Appendix C. Table 7 2025 Future Weekday Peak Hour LOS Summary No Action With Project Study Intersection / Movement LOS Delay (sec)LOS Delay (sec) AM Peak Hour Signalized Intersections: 1. N 7th Ave / W Tamarack St A 5.9 A 7.5 2. N 7th Ave / W Peach St C 32.4 C 33.7 Unsignalized Intersection: 3. N 4th Ave / W Peach St Northbound Approach B 14.1 B 14.6 Eastbound Left-Turn A 0.0 A 7.8 Westbound Left-Turn A 8.2 A 8.2 Southbound Approach A 9.6 B 10.0 4. N 3rd Ave / W Peach St Eastbound Left-Turn A 7.7 A 7.7 Southbound Approach B 10.9 B 11.5 5. N 3rd Ave / W Tamarack St Northbound Approach A 9.8 B 10.4 Westbound Left-Turn A 7.6 A 7.7 PM Peak Hour Signalized Intersections: 1. N 7th Ave / W Tamarack St B 12.0 B 12.7 2. N 7th Ave / W Peach St D 36.7 D 38.2 Unsignalized Intersection: 3. N 4th Ave / W Peach St Northbound Approach B 14.3 C 15.0 Eastbound Left-Turn A 8.0 A 8.0 Westbound Left-Turn A 8.0 A 8.0 Southbound Approach B 10.3 B 11.0 4. N 3rd Ave / W Peach St Eastbound Left-Turn A 8.0 A 8.1 Southbound Approach B 11.2 B 11.6 5. N 3rd Ave / W Tamarack St Northbound Approach B 10.6 B 11.1 Westbound Left-Turn A 7.5 A 7.6 Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 22 As shown in Table 7, four of the five study intersections are anticipated to operate at LOS C or better during the weekday AM and PM peak hours in 2025 without or with the proposed project. The study intersection of N 7th Ave/W Peach Street is anticipated to operate at LOS D in 2025 during the weekday PM peak hour without or with the proposed project. It should be noted that the Montana Department of Transportation (MDT) has a planned improvement at N 7th Ave/W Peach Street by that would improve operations. Site Access Analysis Primary vehicular access to/from the site would be provided by two proposed driveways on N 3rd Avenue. Other access connections to the site are proposed to be provided via N 4th Avenue on the south side of the site and via Ivan Avenue on the north side of the site. To assess operations at the proposed site access locations, LOS analyses were conducted during the weekday AM and PM peak hours for future year 2025 With Project conditions. The 2025 With Project AM and PM peak hour traffic volumes at the proposed site access locations were shown previously in Figures 7 and 8. The weekday peak hour site access operations are summarized in Table 8. Table 8 Weekday Peak Hour Site Access Operations AM Peak Hour PM Peak Hour Site Access / Movement LOS Delay (sec)LOS Delay (sec) A. N 3rd Ave / Ivan Avenue Northbound Left A 0.0 A 7.4 Eastbound Approach A 9.2 A 8.9 B. N 3rd Ave / North Site Access Northbound Left A 7.3 A 7.3 Eastbound Approach A 8.9 A 8.9 C. N 3rd Ave / South Site Access / W Cottonwood St Northbound Left-Turn A 7.3 A 7.4 Eastbound Approach A 8.8 A 9.1 Westbound Approach A 8.6 A 8.8 Southbound Left-Turn A 0.0 A 7.3 4. N 4th Ave / W Peach Street Northbound Approach B 14.6 C 15.0 Eastbound Left-Turn A 7.8 A 8.0 Westbound Left-Turn A 8.2 A 8.0 Southbound Approach B 10.0 B 11.0 As shown in Table 8, the individual movements at the proposed stop-controlled site access locations are expected to operate at acceptable levels (LOS C or better) during the weekday AM and PM peak hours in 2025. The proposed access that would align with W Cottonwood Street would create a potential “thru connection” between N 3rd Ave and N 4th Ave through the North 3rd Apartments site. It is not anticipated that background trips would change their travel patterns and cut through the site to access N 4th Avenue due to site friction created by narrow drive lanes and parking within the site. In addition, there are less than 10 peak AM or PM peak hour trips on W Cottonwood Street, based on traffic counts collected in April 2022. Transportation Impact AnalysisNorth 3rd Apartments TENW December 21, 2022 Page 23 Non-Motorized Transportation Impacts Pedestrian Impacts Based on local Census data in the area, it is estimated that approximately 3% of the residential trips would be walking trips and 3.5% would use public transportation. Based on these percentages, the site is estimated to generate less than 10 pedestrian trips during the weekday AM and PM peak hours (3 walking and 4 transit). To accommodate the additional pedestrian trips, new sidewalks are proposed along the N 3rd Ave project frontage that would complete the missing sidewalk section between W Tamarack Street and W Peach Street. With the existing RRFB crosswalk across W Peach Street located between the site and Whittier Elementary school, no additional pedestrian improvements are proposed to accommodate students who may walk from the site to the elementary school. Bicycle Impacts Based on Census data, it is estimated that approximately 5% of the residential trips would be bicycle trips. Based on this percentage, the site is estimated to generate approximately 5 bicycle trips during the weekday AM and PM peak hours. Existing bicycle facilities in the project vicinity including bike lanes on both sides of W Peach Street and in the westbound direction on W Tamarack Street, and painted sharrows in the eastbound direction on W Tamarack Street would accommodate the additional bicycle trips. MITIGATION Based on the results of the analysis shown in this report, no project-specific off-site transportation mitigation is proposed or required. Transportation Impact AnalysisN 3rd Apartments Appendix A November 2022 Traffic Scoping Email 1 Curtis Chin From:Lance Lehigh <llehigh@BOZEMAN.NET> Sent:Friday, November 4, 2022 4:07 PM To:Curtis Chin; Taylor Lonsdale; Michael Read Cc:Diane Tolhurst; Chase Huber; Suzanne Ryan Subject:RE: N 3rd development traffic study scoping Attachments:ATT00001.txt; ATT00002.htm Thanks Taylor for providing this. Curtis, with the site plan application please provide this email along with the TIS for the intersection waivers. I have CC’d Suzie Ryan who will be the assigned development review engineer for the project. Have a great weekend everyone! Lance City of Bozeman MT Lance Lehigh, PE, CFM | Interim City Engineer From: Curtis Chin <chin@tenw.com> Sent: Friday, November 4, 2022 10:15 AM To: Taylor Lonsdale <tlonsdale@BOZEMAN.NET>; Michael Read <mikeread@tenw.com> Cc: Diane Tolhurst <dtolhurst@BOZEMAN.NET>; Lance Lehigh <llehigh@BOZEMAN.NET>; Chase Huber <chase.huber@devcous.com> Subject: RE: N 3rd development traffic study scoping CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Tayor, It was nice to meet you and Lance. Thanks for the follow-up email. We will review and let you know if we have any follow-up questions. Thanks! Curtis Curtis Chin, P.E. | Senior Project Manager TENW 11400 SE 8th Street, Suite 200, Bellevue, WA 98004 chin@tenw.com|Direct: 425-250-5003| From: Taylor Lonsdale <tlonsdale@BOZEMAN.NET> Sent: Friday, November 4, 2022 8:39 AM To: Michael Read <mikeread@tenw.com>; Curtis Chin <chin@tenw.com> Cc: Diane Tolhurst <dtolhurst@BOZEMAN.NET>; Lance Lehigh <llehigh@BOZEMAN.NET>; Chase Huber 2 <chase.huber@devcous.com> Subject: N 3rd development traffic study scoping Good morning Michael and Curtis. As promised here is a follow up email from our conversation yesterday. There are several code sections, which Lance referenced in the chat and I am including here, that cover requirements surrounding Traffic Impact Studies. The first is 38.220.060.A.11, particularly subsections g, h, and i. The other section is 38.400.060.B.4. This section covers our LOS requirements and when we can waive those requirements. Per section 38.220.060.11.g.(2).(c).(ii), the city waives the need to analyze the following intersections: 1. N 7th Ave and Oak St 2. Rouse Ave and Tamarack St 3. Rouse Ave and E Peach St 4. N7th Ave and Mendenhall St 5. N 11th Ave and Durston Rd As discussed we do require an analysis of the intersections of N 3rd Ave with both W Peach St and Tamarack St as well as the intersection of N 4th Ave and W Peach St. We do require analysis of bicycle and pedestrian traffic and the potential need for additional crossing improvements in the area of the development. Here are several webpages that you may find helpful. 1. City of Bozeman Infrastructure Viewer. This GIS viewer has layers that show the collector and arterial street network as well as schools, parks and open space, and trails. 2. The Montana Department of Transportation (MDT) Crash Data portal 3. MDT traffic counting a. Count stations (we are in Bozeman, Gallatin County) b. MioVision data (username:mdttdca@mt.gov PW: Traffic1!) 4. For the signal timing on N 7th Ave I recommend contacting Stan Brelin at MDT. sbrelin@mt.gov He should be able to help you with understanding the current timing and any changes that are being planned under their forthcoming N 7th Ave Signal project. You also asked for contact with local firms that can provide you with counting assistance. 1. Sanderson Stewart - Joey Staszcuk jstaszcuk@sandersonstewart.com 2. Robert Peccia and Assoc. – Scott Randall SRandall@rpa-hln.com 3. WGM Group – Danae Giannetti dgiannetti@wgmgroup.com Thank you again for taking the time to talk with us yesterday and please reach out if you have follow up questions as you prepare the TIS for this project. Taylor Lonsdale, PE | Transportation Engineer City of Bozeman | 20 E. Olive St. | Bozeman, MT 59715 O: 406.582.2286 M: 406.946.2188 tlonsdale@bozeman.net www.bozeman.net pronouns: he\him\his Transportation Impact AnalysisN 3rd Apartments Appendix B Existing Traffic Count Data Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0 0.99 0.99 0.99 0.99 0 7:45 AM 0 151 29 0 180 8 106 0 0 114 0 0 0 0 0 10 0 8 0 18 312 8:00 AM 0 187 23 0 210 9 73 0 0 82 0 0 0 0 0 16 0 6 0 22 314 8:15 AM 0 173 22 0 195 15 133 0 0 148 0 0 0 0 0 17 0 6 0 23 366 8:30 AM 0 170 21 2 193 18 109 0 0 127 0 0 0 0 0 9 0 8 0 17 337 Grand Total 0 681 95 2 778 50 421 0 0 471 0 0 0 0 0 52 0 28 0 80 1329 Medium Truck % 0.0 2.2 0.0 50.0 2.1 2.0 1.7 0.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 5.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.2 0.0 50.0 2.1 2.0 2.1 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 5.0 Total % 0.0 51.2 7.1 0.2 58.5 3.8 31.7 0.0 0.0 35.4 0.0 0.0 0.0 0.0 0.0 3.9 0.0 2.1 0.0 6.0 100.0 PHF 1.00 1.00 1.00 0.79 0.79 0.79 1.00 1.00 1.00 0.87 0.87 0.87 0.91 RT TH LT U 0 681 95 2 52RT0TH28LT0UU0LT0TH0RT00 0 421 50 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 22357Project Number: Southbound N 7th Avenue Northbound N/A Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Avenue and W Tamarack Street Counted By:N/AW Tamarack Street0Bozeman/MDTWednesday, December 7, 2022Date Performed: Count Time Period: TENW Bozeman Traffic Count N 7th Avenue W Tamarack Street W Tamarack Street Vehicle Volumes and Adjustments N 7th Avenue 778 In Out 475 In0Out145Total Entering 1329Out 80In709 471 Out In N 7th Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0 0.99 0.99 0.99 0.99 0 4:45 PM 0 128 20 0 148 19 197 0 0 216 0 0 0 0 0 24 0 25 1 50 414 5:00 PM 0 158 27 1 186 23 237 0 0 260 0 0 0 0 0 38 0 24 0 62 508 5:15 PM 0 181 28 0 209 10 224 0 0 234 0 0 0 0 0 32 0 25 0 57 500 5:30 PM 0 183 28 0 211 10 172 0 0 182 0 0 0 0 0 41 0 21 0 62 455 Grand Total 0 650 103 1 754 62 830 0 0 892 0 0 0 0 0 135 0 95 1 231 1877 Medium Truck % 0.0 0.6 1.0 0.0 0.7 3.2 0.5 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.4 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.6 1.0 0.0 0.7 3.2 0.6 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.4 Total % 0.0 34.6 5.5 0.1 40.2 3.3 44.2 0.0 0.0 47.5 0.0 0.0 0.0 0.0 0.0 7.2 0.0 5.1 0.1 12.3 100.0 PHF 1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 0.93 0.93 0.93 0.93 RT TH LT U 0 650 103 1 135RT0TH95LT1UU0LT0TH0RT00 0 830 62 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 7th Avenue and W Tamarack Street North/South Street: N 7th Avenue W Tamarack Street Date Performed: Tuesday, December 6, 2022 Bozeman/MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22357 TENW Bozeman Traffic Count East/West Street:N/AOut0Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue N/A W Tamarack Street Southbound Northbound Eastbound Westbound In0166OutN 7th Avenue In Out 754 966 N 7th Avenue W Tamarack StreetTotal Entering 1877 231In745 892 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0 0.99 0.99 0.99 0.99 0 7:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 Int. Start Time CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total Total Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 1 3 4 RT TH LT U 0 0 1 0 0RT0TH0LT0UU0LT0TH0RT00 0 1 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 22357Project Number: Southbound N 7th Avenue Northbound N/A Eastbound East/West Street: TENW Bozeman Traffic Counts INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Avenue and W Tamarack StreetCounted By: N 7th Avenue W Tamarack Street W Tamarack Street Bikes in Roadway Bozeman, MT /MDTWednesday, December 7, 2022Date Performed: Count Time Period: Bikes & Pedestrians in Crosswalk N 7th Avenue N 7th Avenue N/A W Tamarack Street Southbound Northbound Eastbound Westbound 0 N 7th Avenue 0 0 1 In Out 1 1 0 0 0 0 N/AOut00InW Tamarack StreetTotal Entering 2 In01Out0 0 2 1 0 1 Out In 0 0 0 0 N 7th Avenue N Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0 0.99 0.99 0.99 0.99 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Int. Start Time CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total Total Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 2 0 1 3 0 0 0 0 0 0 0 0 0 0 3 Grand Total 0 0 0 0 0 0 3 0 1 4 0 0 0 0 0 0 1 0 0 1 5 RT TH LT U 0 0 0 0 0RT0TH0LT0UU0LT0TH0RT00 0 0 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 7th Avenue and W Tamarack Street North/South Street: N 7th Avenue W Tamarack Street Date Performed: Tuesday, December 6, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22357 TENW Bozeman Traffic Counts East/West Street: Southbound Northbound Eastbound Westbound In00OutBikes & Pedestrians in Crosswalk N 7th Avenue N 7th Avenue N/A W Tamarack Street W Tamarack StreetIn Out Bikes in Roadway N 7th Avenue N 7th Avenue N/A W Tamarack Street 3 Southbound Northbound Eastbound Westbound N 7th Avenue 0InTotal Entering 0 0 0 Out In N 7th Avenue 0 0 0 0 0 N/A0 0 0 0 Out00 1 0 0 0 1 0 0 N www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 3 2 2 15 3 3 4 33 23 Date: 04/06/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.7%0.92 TOTAL 2.4%0.89 TH RT WB 3.6%0.77 NB 2.4%0.82 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.4%0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Durston Rd W Peach St N 7th Ave N 7th Ave 15-min TotalUTLTTHRT 0 6 29 4 0 3 5 55 14 198 0 7:15 AM 0 14 32 9 6 0 1 35 3 07:00 AM 0 16 32 5 0 1 25 17 101 28 376 0 7:45 AM 0 22 88 21 9 0 8 72 5 2 261 0 7:30 AM 0 26 60 17 0 5 26 35 4 0 16 90 19 488 1,323 8:00 AM 0 28 78 24 0 6 50 69 7 1 30 155 27011369012 0 12 51 18 0 17 37 124 48 515 1,640 8:15 AM 0 45 67 27 15 0 13 86 4 2 20 115 24 406 1,956 8:45 AM 0 34 53 23 18 0 10 82 5 1 547 1,926 8:30 AM 0 30 64 12 0 4 21 101 9 0 32 119 49 445 1,91310970281151906301308 Count Total 0 215 474 138 0 51 268 185 874 228 3,236 0 Peak Hour All 0 125 297 92 0 72 589 44 6 0 3 13 5 47 0530172 148 1,956 0 HV 0 4 3 0 0 1 52 338 25 4 119 51384033158600 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 8%0%3%3%3%2%3%3%5%-2%2%HV%-3%1%0%- 0 0 7:15 AM 0 8 3 3 14 0 1 0 0 0 1 0 1 West North South 7:00 AM 1 1 0 3 5 1 EB WB NB SB Total East 7:45 AM 3 7 4 7 21 0 1 2 0 0 0 1 7:30 AM 2 2 4 6 14 1 0 0 0 0 1 2 0 0 0 14 8:15 AM 2 1 1 4 8 0 0 0 0 1 1 0 1 1 1 0 8:00 AM 1 1 5 6 13 0 4 0 0 0 4 0 8:45 AM 4 0 1 7 12 0 1 0 2 0 1 0 8:30 AM 1 0 0 4 5 1 0 0 0 0 0 0 1 2 2 0 2000110 3 18 Peak Hour 7 9 10 21 47 5 0 1 0 2 10 4 8Count Total 14 20 18 40 92 7 15016053 0 5 0 0100000 0 0 3 155 0N N 7th Ave Durston Rd W Peach St N 7th AveDurston Rd N 7th Ave1,956TEV: 0.89PHF:148513119784527460 158 33 251 4410 2533852415630084 297 125 506 358 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Durston Rd W Peach St N 7th Ave N 7th Ave 15-min Total Rolling One HourEastboundWestbound 1 1 1 5 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 1 0 0 0 1 UT LT TH RT UT LT 14 0 7:30 AM 0 1 1 0 0 0 0 2 1 0 0 3 0026000 0 1 4 2 0 1 0 3 3 14 0 7:45 AM 0 1 2 0 2 0 3 0 1 0 1 3 2 13 62 8:15 AM 0 1 1 0 0 0 0 4 1 0 21 54 8:00 AM 0 1 0 0 0 0 1 3 0 0 0 5 2 8 56 8:30 AM 0 1 0 0 0 0 0 0 1 0 1 3 0000100 0 0 0 0 0 0 1 2 1 5 47 8:45 AM 0 2 1 1 0 0 0 0 0 0 12 38100250 6 25 9 92 0 Peak Hour 0 4 3 0 5 0 4 10 4 0Count Total 0 7 6 1 0 3 12 1 07:00 AM RT 47 0 Interval Start Durston Rd W Peach St N 7th Ave N 7th Ave 15-min Total Rolling One Hour 7 2 0 3 13 5015301 RTTHLT RTTHLTRT 7 8:00 AM 4000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 10000007:15 AM 0 0 0 0 0 0 1 6 8:45 AM 0 0 0 0 6 8:30 AM 0000000 1 7 8:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 310000000 Peak Hour 0 2Count Total 0 THLT 6001000 10 00000 0 0 0 1 0010 0 0 0 00 1 THLT 00000000 4 00 0 0 0 0 0 0 1 0 0 050 0 0 0 070 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 5 9 7 11 10 13 11 70 45 Date: 04/06/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.0%0.86 TOTAL 1.2%0.89 TH RT WB 0.5%0.91 NB 1.5%0.86 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 1.3%0.86 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Durston Rd W Peach St N 7th Ave N 7th Ave 15-min TotalUTLTTHRT 0 5 42 12 1 12 21 126 28 553 0 4:15 PM 0 34 62 11 12 0 21 157 5 24:00 PM 0 59 50 18 0 9 45 18 138 43 546 0 4:45 PM 0 32 55 22 17 0 17 149 3 3 458 0 4:30 PM 0 35 53 14 0 5 51 123 8 1 23 94 30 545 2,102 5:00 PM 0 56 54 13 0 11 76 142 12 3 30 109 39076015019 0 8 68 21 0 24 28 106 50 620 2,169 5:15 PM 0 61 70 22 13 0 32 173 7 1 26 110 42 575 2,425 5:45 PM 0 38 82 20 18 0 26 164 7 1 685 2,396 5:30 PM 0 37 62 13 0 8 61 167 10 1 15 156 62 549 2,42910593231295006611409 Count Total 0 352 488 133 0 59 464 184 968 344 4,531 0 Peak Hour All 0 192 268 122 1 160 1,180 61 15 0 0 8 0 28 01100101 204 2,429 0 HV 0 5 1 1 0 0 91 609 33 6 92 50168033266660 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%0%0%2%0%1%0%0%2%-0%2%HV%-3%0%1%- 1 0 4:15 PM 2 1 2 0 5 0 4 0 0 0 1 1 2 West North South 4:00 PM 5 1 6 6 18 1 EB WB NB SB Total East 4:45 PM 1 1 4 2 8 0 0 2 0 6 1 0 4:30 PM 4 0 2 1 7 0 0 0 0 0 4 2 2 1 0 4 5:15 PM 2 0 4 3 9 0 1 0 0 0 0 2 5 2 5 0 5:00 PM 2 0 2 3 7 0 0 0 0 0 0 0 5:45 PM 1 0 2 0 3 1 1 3 3 4 3 4 5:30 PM 2 2 3 2 9 0 0 0 0 0 1 1 5 0 1 1 4020025 18 16 Peak Hour 7 2 11 8 28 0 3 7 0 1 9 16 20Count Total 19 5 25 17 66 1 1501411145 0 0 0 0100000 3 0 5 1514 11N N 7th Ave Durston Rd W Peach St N 7th AveDurston Rd N 7th Ave2,429TEV: 0.89PHF:20450192803873666 266 33 365 3930 3360991733602068 268 192 528 561 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Durston Rd W Peach St N 7th Ave N 7th Ave 15-min Total Rolling One HourEastboundWestbound 0 6 0 18 0 4:15 PM 0 0 2 0 0 0 0 6 0 0 TH RT 4:00 PM 0 3 2 0 0 1 0 UT LT TH RT UT LT 5 0 4:30 PM 0 0 4 0 0 0 0 2 0 0 0 0 0000100 0 0 1 0 0 0 0 0 1 7 0 4:45 PM 0 1 0 0 0 0 0 2 0 0 0 3 0 7 27 5:15 PM 0 1 0 1 0 0 0 2 0 0 8 38 5:00 PM 0 1 1 0 0 0 0 3 1 0 0 2 0 9 31 5:30 PM 0 2 0 0 0 0 1 4 0 0 0 3 0000000 0 0 0 0 0 0 0 2 0 9 33 5:45 PM 0 1 0 0 1 0 0 3 0 0 3 28110000 0 16 1 66 0 Peak Hour 0 5 1 1 2 0 0 23 2 0Count Total 0 9 9 1 0 1 2 1 04:00 PM RT 28 0 Interval Start Durston Rd W Peach St N 7th Ave N 7th Ave 15-min Total Rolling One Hour 10 1 0 0 8 0001100 RTTHLT RTTHLTRT 5 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 40000004:15 PM 0 0 0 0 0 0 1 2 5:45 PM 0 0 0 0 1 5:30 PM 1000000 0 4 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 420000000 Peak Hour 0 1Count Total 0 THLT 4001000 9 00000 1 0 0 0 0010 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 4 0 0 000 0 3 0 010 0 7 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 0 1 1 2 1 2 8 5 Date: 04/06/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 22.2%0.75 TOTAL 3.2%0.89 TH RT WB 3.7%0.87 NB 0.0%0.60 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 2.1%0.87 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start W Peach St W Peach St N 3rd Ave N 3rd Ave 15-min TotalUTLTTHRT 0 0 38 1 0 0 1 0 1 69 0 7:15 AM 0 0 39 0 0 0 0 0 3 07:00 AM 0 0 35 0 0 0 29 0 0 3 101 0 7:45 AM 0 1 105 2 1 0 4 0 0 0 81 0 7:30 AM 0 0 56 2 0 0 35 0 0 0 0 0 3 174 425 8:00 AM 0 2 91 2 0 0 61 1 1 0 1 0 40154103 0 0 61 1 0 1 1 0 4 166 522 8:15 AM 0 3 83 3 0 0 1 2 2 0 0 1 5 128 622 8:45 AM 0 1 77 4 0 0 1 0 0 0 154 595 8:30 AM 0 1 80 4 0 0 36 0 0 0 2 0 0 125 5731400020033201 Count Total 0 8 566 17 0 1 347 5 1 22 998 0 Peak Hour All 0 7 359 6 0 11 4 10 0 0 0 0 4 20 0800000 13 622 0 HV 0 0 8 0 0 0 6 3 3 0 4 1110121220 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%31%3%0%4%0%-0%0%HV%-0%2%0%- 0 0 7:15 AM 1 7 0 1 9 0 0 0 0 0 1 0 0 West North South 7:00 AM 1 1 0 0 2 1 EB WB NB SB Total East 7:45 AM 3 4 0 0 7 0 1 0 0 0 0 1 7:30 AM 0 1 0 0 1 1 0 0 1 0 1 0 0 0 0 1 8:15 AM 2 0 0 0 2 0 0 0 0 0 1 0 0 0 0 1 8:00 AM 1 2 0 0 3 1 4 0 0 0 4 0 8:45 AM 1 0 0 0 1 0 2 0 0 0 1 1 8:30 AM 2 2 0 4 8 2 0 0 0 0 0 0 0 1 1 0 1000000 1 6 Peak Hour 8 8 0 4 20 7 0 0 1 0 10 0 1Count Total 11 17 0 5 33 9 4007001 0 7 0 0000000 0 0 1 40 0N N 3rd Ave W Peach St W Peach St N 3rd AveW Peach St N 3rd Ave622TEV: 0.89PHF:1314181202 212 1 215 3660 3361213011 359 7 377 231 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start W Peach St W Peach St N 3rd Ave N 3rd Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 2 0 7:15 AM 0 0 1 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 1 0 0 0 1 UT LT TH RT UT LT 9 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 1007000 0 0 4 0 0 0 0 0 0 1 0 7:45 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 3 20 8:15 AM 0 0 2 0 0 0 0 0 0 0 7 19 8:00 AM 0 0 1 0 0 0 2 0 0 0 0 0 0 2 13 8:30 AM 0 0 2 0 0 0 2 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 4 8 20 8:45 AM 0 1 0 0 0 0 0 0 0 0 1 14000000 0 0 5 33 0 Peak Hour 0 0 8 0 0 0 0 0 0 0Count Total 0 1 10 0 0 0 17 1 07:00 AM RT 20 0 Interval Start W Peach St W Peach St N 3rd Ave N 3rd Ave 15-min Total Rolling One Hour 0 0 0 0 0 4008000 RTTHLT RTTHLTRT 7 8:00 AM 4000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 10000107:15 AM 0 0 0 0 0 0 2 7 8:45 AM 0 0 0 0 6 8:30 AM 0000000 1 7 8:15 AM 0 0 0 0 0 0 0 2 0 0 0 0 300000000 Peak Hour 0 0Count Total 0 THLT 7000000 10 00100 0 0 0 0 0010 0 0 0 00 1 THLT 00000000 4 10 0 0 0 0 0 0 0 0 0 070 0 0 0 090 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 1 19 3 1 1 2 0 29 7 Date: 04/06/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.47 TOTAL 1.4%0.96 TH RT WB 1.1%0.90 NB 7.4%0.68 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 1.2%0.95 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start W Peach St W Peach St N 3rd Ave N 3rd Ave 15-min TotalUTLTTHRT 0 2 54 0 0 0 1 0 3 136 0 4:15 PM 0 2 80 2 4 0 2 1 3 04:00 PM 0 1 71 2 0 0 48 0 0 0 146 0 4:45 PM 0 1 80 0 1 0 0 0 1 0 146 0 4:30 PM 0 1 68 4 0 0 71 1 0 0 0 1 4 182 610 5:00 PM 0 2 81 3 0 1 94 1 2 0 1 1 40089003 0 2 71 1 0 2 0 0 1 192 666 5:15 PM 0 7 79 1 2 0 4 1 3 0 0 0 0 183 736 5:45 PM 0 2 87 2 2 0 1 0 2 0 179 699 5:30 PM 0 2 85 4 0 1 86 2 6 0 2 1 5 172 7261103110070103 Count Total 0 18 631 18 0 6 583 7 4 18 1,336 0 Peak Hour All 0 12 325 11 0 15 7 18 0 0 0 0 0 10 0400011 10 736 0 HV 0 0 4 0 0 0 10 4 13 0 3 280434050 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 8%-0%0%0%1%0%1%0%-0%25%HV%-0%1%0%- 1 1 4:15 PM 2 0 0 2 4 0 3 1 0 0 1 0 0 West North South 4:00 PM 4 1 0 0 5 0 EB WB NB SB Total East 4:45 PM 3 1 1 0 5 0 0 0 8 1 10 1 4:30 PM 1 0 0 0 1 0 0 0 0 0 3 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 1 1 0 0 1 0 1 1 2 0 5:00 PM 1 2 1 0 4 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 2 0 0 0 2 1 5:30 PM 0 1 0 0 1 1 1 0 0 0 1 0 0 0 0 0 0030030 4 15 Peak Hour 4 4 2 0 10 1 3 10 0 0 11 0 10Count Total 11 5 2 2 20 1 3004022 0 1 0 0000000 2 1 2 32 0N N 3rd Ave W Peach St W Peach St N 3rd AveW Peach St N 3rd Ave736TEV: 0.96PHF:1023152105 340 4 349 3410 13410271408 325 12 345 360 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start W Peach St W Peach St N 3rd Ave N 3rd Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 5 0 4:15 PM 0 0 2 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 4 0 0 0 1 UT LT TH RT UT LT 4 0 4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 2000000 0 0 1 0 0 0 0 0 0 1 0 4:45 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 4 14 5:15 PM 0 0 0 0 0 0 0 1 0 0 5 15 5:00 PM 0 0 1 0 0 0 2 0 1 0 0 0 0 0 10 5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 1 10 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 5000000 0 0 2 20 0 Peak Hour 0 0 4 0 0 0 0 1 1 0Count Total 0 0 11 0 0 0 5 1 04:00 PM RT 10 0 Interval Start W Peach St W Peach St N 3rd Ave N 3rd Ave 15-min Total Rolling One Hour 1 1 0 0 0 0004000 RTTHLT RTTHLTRT 4 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 30000004:15 PM 0 0 0 0 0 0 2 4 5:45 PM 0 0 0 0 2 5:30 PM 1000000 1 4 5:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 730000000 Peak Hour 0 0Count Total 0 THLT 4000000 11 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000001 0 00 0 0 0 1 0 0 3 0 0 010 1 2 0 010 1 9 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 7:45 AM 0 0 0 0 0 1 0 1 0 2 1 48 0 0 49 0 18 1 0 19 70 8:00 AM 0 0 0 0 0 3 0 2 0 5 1 32 0 0 33 0 25 0 0 25 63 8:15 AM 0 0 0 0 0 0 0 1 0 1 0 41 0 0 41 0 24 1 0 25 67 8:30 AM 0 0 0 0 0 1 0 2 0 3 0 38 0 0 38 0 21 0 0 21 62 Grand Total 0 0 0 0 0 5 0 6 0 11 2 159 0 0 161 0 88 2 0 90 262 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.6 0.0 2.3 50.0 0.0 3.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 1.2 0.0 1.1 0.0 0.0 1.1 Total Truck % 0.0 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 1.9 0.0 3.4 50.0 0.0 4.4 Total % 0.0 0.0 0.0 0.0 0.0 1.9 0.0 2.3 0.0 4.2 0.8 60.7 0.0 0.0 61.5 0.0 33.6 0.8 0.0 34.4 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.93 RT TH LT U 0 0 0 0 0RT88TH2LT0UU0LT0TH159RT20 6 0 5 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 3rd Avenue AM Peak Hour (7:45 - 8:45 AM) 22357Project Number: Southbound N 3rd Avenue Northbound W Tamarack Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 3rd Avenue and W Tamarack Street Counted By:W Tamarack StreetW Tamarack Street161Bozeman/MDTTuesday, November 29, 2022Date Performed: Count Time Period: TENW Bozeman Traffic Count N/A W Tamarack Street W Tamarack Street Vehicle Volumes and Adjustments N/A 0 In Out 0 In94Out164Total Entering 262Out 90In4 11 Out In N 3rd Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 4:45 PM 0 0 0 0 0 0 0 3 0 3 1 24 0 0 25 0 37 3 0 40 68 5:00 PM 0 0 0 0 0 1 0 3 0 4 0 28 0 0 28 0 44 1 0 45 77 5:15 PM 0 0 0 0 0 3 0 4 0 7 2 33 0 0 35 0 42 0 0 42 84 5:30 PM 0 0 0 0 0 0 0 3 0 3 1 20 0 0 21 0 41 1 0 42 66 Grand Total 0 0 0 0 0 4 0 13 0 17 4 105 0 0 109 0 164 5 0 169 295 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 2.8 0.0 1.2 0.0 0.0 1.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 5.9 0.0 2.9 0.0 0.0 2.8 0.0 1.2 0.0 0.0 1.2 Total % 0.0 0.0 0.0 0.0 0.0 1.4 0.0 4.4 0.0 5.8 1.4 35.6 0.0 0.0 36.9 0.0 55.6 1.7 0.0 57.3 100.0 PHF 1.00 1.00 1.00 0.61 0.61 0.61 0.78 0.78 0.78 1.00 1.00 1.00 0.88 RT TH LT U 0 0 0 0 0RT164TH5LT0UU0LT0TH105RT40 13 0 4 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 3rd Avenue and W Tamarack Street North/South Street: N 3rd Avenue W Tamarack Street Date Performed: Tuesday, November 29, 2022 Bozeman/MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22357 TENW Bozeman Traffic Count East/West Street:W Tamarack StreetOut177Vehicle Volumes and Adjustments N/A N 3rd Avenue W Tamarack Street W Tamarack Street Southbound Northbound Eastbound Westbound In109109OutN/A In Out 0 0 N 3rd Avenue W Tamarack StreetTotal Entering 295 169In9 17 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Int. Start Time CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RT TH LT U 0 0 0 0 0RT0TH0LT0UU0LT0TH0RT00 0 0 0 U LT TH RT 0 0 0 0 N 3rd Avenue 0 0 0 0 0 0 Out In W Tamarack StreetTotal Entering 0 In00OutW Tamarack StreetOut00In0 0 0 0 0 0 0 0 In Out Southbound Northbound Eastbound Westbound 0 N/A 0 Bikes & Pedestrians in Crosswalk N/A N 3rd Avenue W Tamarack Street W Tamarack Street Bozeman, MT /MDTTuesday, November 29, 2022Date Performed: Count Time Period: N/A W Tamarack Street W Tamarack Street Bikes in Roadway INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 3rd Avenue and W Tamarack StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 3rd Avenue AM Peak Hour (7:45 - 8:45 AM) 22357Project Number: Southbound N 3rd Avenue Northbound W Tamarack Street Eastbound East/West Street: TENW Bozeman Traffic Counts N Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0 0.97 0.97 0.97 0.97 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 Int. Start Time CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total CW Bike CW Ped CCW Bike CCW Ped Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 1 RT TH LT U 0 0 0 0 0RT2TH0LT0UU0LT0TH0RT00 0 0 0 U LT TH RT 0 1 0 0 0 0 0 0 0 0 0 0 Out20 0 W Tamarack Street0 0 0 0 Southbound Northbound Eastbound Westbound N 3rd Avenue 2InTotal Entering 2 0 0 Out In N/A Bikes in Roadway N/A N 3rd Avenue W Tamarack Street W Tamarack Street Southbound Northbound Eastbound Westbound In00OutBikes & Pedestrians in Crosswalk N/A N 3rd Avenue W Tamarack Street W Tamarack Street W Tamarack StreetIn Out North/South Street: N 3rd Avenue W Tamarack Street Date Performed: Tuesday, November 29, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22357 TENW Bozeman Traffic Counts East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 3rd Avenue and W Tamarack Street N www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 3 0 1 0 1 0 0 5 2 Date: 04/06/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 22.2%0.75 TOTAL 14.3%0.55 TH RT WB 0.0%0.25 NB 7.7%0.46 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 0.0%0.25 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Ivan Dr Driveway N 3rd Ave N 3rd Ave 15-min TotalUTLTTHRT 0 0 0 0 0 0 0 1 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 0 07:00 AM 0 0 0 0 0 1 0 0 1 0 3 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 4 0 7:30 AM 0 0 0 1 0 0 0 2 0 0 0 2 0 7 16 8:00 AM 0 0 0 0 0 0 0 3 0 0 0 3 0000100 0 0 0 0 0 0 0 3 0 6 20 8:15 AM 0 2 0 1 0 0 0 3 0 0 0 6 0 6 35 8:45 AM 0 0 0 0 0 0 0 0 0 0 16 32 8:30 AM 0 0 0 0 0 0 0 6 1 1 0 4 1 3 31200001000000 Count Total 0 2 0 2 0 1 0 0 20 2 47 0 Peak Hour All 0 2 0 1 0 0 17 1 1 0 0 4 0 5 0000010 1 35 0 HV 0 0 0 0 0 0 0 12 1 1 0 16100010 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%-25%0%14%--0%--8%HV%-0%-0%- 0 0 7:15 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 8:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 4 4 0 0 0 0 0 0 0 0 1 0 0 0001010 3 0 Peak Hour 0 0 1 4 5 0 0 0 1 0 1 0 2Count Total 0 0 1 5 6 0 0000011 0 0 0 0000000 0 0 1 01 0N N 3rd Ave Ivan Dr Driveway N 3rd AveIvan Dr N 3rd Ave35TEV: 0.55PHF:1160181611 0 0 1 10 1120131701 0 2 3 1 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Ivan Dr Driveway N 3rd Ave N 3rd Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0000000 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0000000 0 0 0 0 0 0 0 4 0 4 5 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 5000000 0 5 0 6 0 Peak Hour 0 0 0 0 0 0 0 1 0 0Count Total 0 0 0 0 0 0 0 0 07:00 AM RT 5 0 Interval Start Ivan Dr Driveway N 3rd Ave N 3rd Ave 15-min Total Rolling One Hour 1 0 0 0 4 0000000 RTTHLT RTTHLTRT 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 110010000 Peak Hour 0 0Count Total 0 THLT 0000000 1 00010 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 5 0 0 1 0 0 6 6 Date: 04/06/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.46 TOTAL 2.9%0.67 TH RT WB -- NB 5.0%0.63 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 0.0%0.50 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Ivan Dr Driveway N 3rd Ave N 3rd Ave 15-min TotalUTLTTHRT 0 0 0 1 0 0 0 1 0 4 0 4:15 PM 0 0 0 0 0 0 0 3 0 04:00 PM 0 0 0 0 0 0 0 0 0 1 7 0 4:45 PM 0 0 0 1 0 0 0 6 0 0 6 0 4:30 PM 0 0 0 0 0 0 0 2 0 0 0 3 0 10 27 5:00 PM 0 0 0 0 0 0 0 2 0 0 0 6 1000000 0 0 0 0 0 1 0 1 0 5 28 5:15 PM 0 0 0 1 0 0 1 3 0 0 0 1 0 1 29 5:45 PM 0 0 0 0 0 0 0 0 0 0 13 35 5:30 PM 0 0 0 0 0 0 0 7 0 0 1 3 0 9 28200061000000 Count Total 0 0 0 2 0 0 0 1 21 3 55 0 Peak Hour All 0 0 0 1 0 2 25 0 0 0 0 0 0 1 0000010 2 35 0 HV 0 0 0 0 0 0 2 18 0 0 1 10200000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --0%0%0%3%----0%6%HV%---0%- 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 4 0 1 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 5:45 PM 0 0 0 1 1 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0000000 2 0 Peak Hour 0 0 1 0 1 0 0 0 0 0 0 4 0Count Total 0 0 1 1 2 0 0000402 0 0 0 0000000 0 0 2 00 4N N 3rd Ave Ivan Dr Driveway N 3rd AveIvan Dr N 3rd Ave35TEV: 0.67PHF:2101131800 0 0 0 10 0182201202 0 0 2 4 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Ivan Dr Driveway N 3rd Ave N 3rd Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 2000010 0 1 0 2 0 Peak Hour 0 0 0 0 0 0 0 1 0 0Count Total 0 0 0 0 0 0 0 0 04:00 PM RT 1 0 Interval Start Ivan Dr Driveway N 3rd Ave N 3rd Ave 15-min Total Rolling One Hour 1 0 0 0 0 0000000 RTTHLT RTTHLTRT 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 0000000 0 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 3 1 1 3 4 1 1 14 9 Date: 04/06/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.33 TOTAL 3.1%0.90 TH RT WB 5.2%0.91 NB 6.7%0.54 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.6%0.83 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start W Peach St W Peach St N 4th Ave N 4th Ave 15-min TotalUTLTTHRT 0 2 38 1 0 0 0 0 1 70 0 7:15 AM 0 0 38 1 0 0 0 0 0 07:00 AM 0 1 36 1 0 0 31 0 0 3 110 0 7:45 AM 0 0 108 4 0 0 1 0 2 0 81 0 7:30 AM 0 1 58 1 0 0 44 0 1 0 0 0 0 177 438 8:00 AM 0 0 88 3 0 1 63 0 0 0 0 0 10358003 0 0 64 0 0 6 0 0 0 169 537 8:15 AM 0 0 86 2 0 0 7 0 7 0 0 0 3 133 640 8:45 AM 0 0 81 1 0 0 2 0 2 0 161 617 8:30 AM 0 0 83 0 0 0 43 0 3 0 0 0 0 121 5840100010036001 Count Total 0 2 578 13 0 6 377 0 0 9 1,022 0 Peak Hour All 0 0 365 1 0 20 0 16 0 0 0 0 0 20 01000101 4 640 0 HV 0 0 6 0 0 2 18 0 12 0 0 090422800 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 8%---0%3%50%4%--6%-HV%--2%0%- 0 0 7:15 AM 0 8 1 0 9 0 1 0 0 0 1 0 0 West North South 7:00 AM 3 1 0 1 5 1 EB WB NB SB Total East 7:45 AM 2 5 0 0 7 0 1 0 1 0 0 0 7:30 AM 0 1 0 1 2 1 0 0 0 0 1 1 0 2 0 0 8:15 AM 2 0 1 0 3 0 0 0 0 0 1 3 0 0 0 0 8:00 AM 1 2 1 0 4 1 4 0 0 0 4 1 8:45 AM 1 0 0 0 1 0 2 1 0 0 0 0 8:30 AM 1 5 0 0 6 2 0 0 0 0 0 2 2 0 0 0 0000001 2 0 Peak Hour 6 12 2 0 20 7 0 1 0 0 10 9 3Count Total 10 22 3 2 37 9 0007720 0 7 0 0000000 0 0 0 02 7N N 4th Ave W Peach St W Peach St N 4th AveW Peach St N 4th Ave640TEV: 0.9PHF:4004000 228 4 232 3770 12018301309 365 0 374 250 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start W Peach St W Peach St N 4th Ave N 4th Ave 15-min Total Rolling One HourEastboundWestbound 0 0 1 5 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 1 1 1 0 0 1 UT LT TH RT UT LT 9 0 7:30 AM 0 0 0 0 0 0 1 0 1 0 0 0 0007100 0 1 4 0 0 0 0 0 1 2 0 7:45 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 4 22 8:15 AM 0 0 2 0 0 0 0 0 1 0 7 23 8:00 AM 0 0 1 0 0 1 1 0 0 0 0 0 0 3 16 8:30 AM 0 0 1 0 0 0 5 0 0 0 0 0 0000001 0 0 0 0 0 0 0 0 0 6 20 8:45 AM 0 0 1 0 0 0 0 0 0 0 1 14000000 0 0 2 37 0 Peak Hour 0 0 6 0 1 0 1 0 2 0Count Total 0 1 8 1 0 2 19 1 07:00 AM RT 20 0 Interval Start W Peach St W Peach St N 4th Ave N 4th Ave 15-min Total Rolling One Hour 0 1 0 0 0 00210001 RTTHLT RTTHLTRT 7 8:00 AM 4000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 10000007:15 AM 0 0 0 0 0 0 2 7 8:45 AM 0 0 0 0 6 8:30 AM 0000000 1 7 8:15 AM 0 0 0 0 0 0 0 2 0 0 0 0 300000000 Peak Hour 0 0Count Total 0 THLT 7000000 10 00000 0 0 0 0 0010 0 0 0 00 1 THLT 00000000 4 10 0 0 0 0 0 0 1 0 0 070 0 0 0 090 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 2 9 4 1 1 3 0 22 9 Date: 04/06/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.25 TOTAL 1.0%0.97 TH RT WB 1.1%0.93 NB 0.0%0.83 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.9%0.96 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start W Peach St W Peach St N 4th Ave N 4th Ave 15-min TotalUTLTTHRT 0 3 51 0 0 3 1 0 1 130 0 4:15 PM 0 0 83 1 0 0 0 0 0 04:00 PM 0 1 73 0 0 0 54 0 0 0 149 0 4:45 PM 0 1 80 1 0 0 2 0 2 0 144 0 4:30 PM 0 0 71 1 0 2 71 0 3 0 0 0 0 180 603 5:00 PM 0 0 84 2 0 1 95 0 1 0 0 0 10193101 0 1 77 0 0 1 0 0 0 184 657 5:15 PM 0 1 85 3 0 0 1 0 1 0 0 0 0 181 715 5:45 PM 0 0 91 3 1 0 3 0 0 0 170 683 5:30 PM 0 0 91 0 0 2 84 1 1 0 0 0 0 172 7070000000174102 Count Total 0 3 658 11 0 11 599 1 0 2 1,310 0 Peak Hour All 0 2 340 3 0 13 1 8 0 0 0 0 0 7 0400000 1 715 0 HV 0 0 3 0 0 0 6 1 3 0 0 060534920 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%---0%1%0%1%0%-0%0%HV%-0%1%0%- 0 0 4:15 PM 2 2 0 0 4 0 3 1 0 0 2 1 1 West North South 4:00 PM 2 1 0 0 3 1 EB WB NB SB Total East 4:45 PM 2 1 0 0 3 0 0 9 0 0 0 0 4:30 PM 2 2 0 0 4 0 0 0 0 1 4 1 1 0 0 0 5:15 PM 0 0 0 0 0 0 1 1 0 0 1 0 1 2 0 1 5:00 PM 1 1 0 0 2 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 1 0 3 0 0 0 5:30 PM 0 2 0 0 2 1 0 0 0 0 1 1 0 0 0 0 0030030 0 1 Peak Hour 3 4 0 0 7 1 2 9 0 1 12 13 8Count Total 9 9 0 0 18 2 1003260 0 1 0 0000000 2 0 0 16 2N N 4th Ave W Peach St W Peach St N 4th AveW Peach St N 4th Ave715TEV: 0.97PHF:1001502 349 5 356 3430 316101106 340 2 348 356 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start W Peach St W Peach St N 4th Ave N 4th Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 3 0 4:15 PM 0 0 2 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 2 0 0 0 1 UT LT TH RT UT LT 4 0 4:30 PM 0 0 2 0 0 0 2 0 0 0 0 0 0002000 0 0 1 0 0 0 0 0 0 4 0 4:45 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 13 5:15 PM 0 0 0 0 0 0 0 0 0 0 3 14 5:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 9 5:30 PM 0 0 0 0 0 0 2 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 2 7 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 4000000 0 0 0 18 0 Peak Hour 0 0 3 0 0 0 0 0 0 0Count Total 0 0 9 0 0 0 9 2 04:00 PM RT 7 0 Interval Start W Peach St W Peach St N 4th Ave N 4th Ave 15-min Total Rolling One Hour 0 0 0 0 0 0004000 RTTHLT RTTHLTRT 6 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 40010004:15 PM 0 0 0 0 0 0 1 3 5:45 PM 0 0 0 0 2 5:30 PM 1000000 1 5 5:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 630000000 Peak Hour 0 1Count Total 0 THLT 3000000 12 00000 0 0 0 0 0010 0 0 0 00 0 THLT 00000001 0 00 0 0 0 1 0 0 3 0 0 010 0 2 0 020 0 9 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 2 2 0 0 1 0 8 3 Date: 04/06/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 21.1%0.79 TOTAL 11.4%0.80 TH RT WB 0.0%0.50 NB 0.0%0.75 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB -- UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway W Cottonwood St N 3rd Ave N 3rd Ave 15-min TotalUTLTTHRT 0 0 0 0 0 0 0 1 0 2 0 7:15 AM 0 0 0 0 0 0 0 1 0 07:00 AM 0 0 0 0 0 0 0 0 3 0 5 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 3 0 7:30 AM 0 0 0 0 0 1 0 1 0 0 0 2 0 7 17 8:00 AM 0 0 0 0 0 0 0 3 0 0 0 3 0010000 0 0 0 2 0 0 0 5 0 9 24 8:15 AM 0 0 0 0 0 0 0 4 0 0 0 6 0 8 35 8:45 AM 0 0 0 0 0 0 0 0 1 0 11 32 8:30 AM 0 0 0 0 0 1 0 4 0 0 0 5 0 2 30200000000000 Count Total 0 0 0 0 0 3 0 0 25 0 47 0 Peak Hour All 0 0 0 2 0 0 16 1 0 0 0 4 0 4 0000000 0 35 0 HV 0 0 0 0 0 0 0 11 1 0 0 19002020 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%--21%-11%0%-0%--0%HV%----- 0 1 7:15 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 0 0 2 2 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 8:30 AM 0 0 0 4 4 0 0 0 0 0 1 0 0 0 0 0 0000000 0 8 Peak Hour 0 0 0 4 4 0 1 1 0 0 1 0 0Count Total 0 0 0 5 5 0 3001000 0 0 0 0000000 0 1 0 30 0N N 3rd Ave W Cottonwood St W Cottonwood St N 3rd AveDriveway N 3rd Ave35TEV: 0.8PHF:0190191302 0 2 4 10 1110122100 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway W Cottonwood St N 3rd Ave N 3rd Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0000000 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 0 0 4 0 4 4 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 4000000 0 5 0 5 0 Peak Hour 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 07:00 AM RT 4 0 Interval Start Driveway W Cottonwood St N 3rd Ave N 3rd Ave 15-min Total Rolling One Hour 0 0 0 0 4 0000000 RTTHLT RTTHLTRT 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 1 8:30 AM 1000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 100000000 Peak Hour 0 0Count Total 0 THLT 1000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 1 0 0 000 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 3 10 0 0 1 0 2 16 3 Date: 04/06/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.50 TOTAL 2.6%0.59 TH RT WB 0.0%0.63 NB 5.3%0.59 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB -- UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway W Cottonwood St N 3rd Ave N 3rd Ave 15-min TotalUTLTTHRT 0 0 0 0 0 0 0 2 0 8 0 4:15 PM 0 0 0 0 0 0 0 4 2 04:00 PM 0 0 0 0 0 0 0 0 1 0 5 0 4:45 PM 0 0 0 0 0 0 0 4 0 0 5 0 4:30 PM 0 0 0 0 0 0 0 2 0 0 0 3 0 9 27 5:00 PM 0 0 0 0 0 0 0 2 0 0 0 5 0010100 0 1 0 0 0 0 0 1 0 7 26 5:15 PM 0 0 0 0 1 0 0 4 1 0 0 0 0 4 36 5:45 PM 0 0 0 0 1 0 0 2 0 1 16 37 5:30 PM 0 0 0 0 0 0 0 7 1 0 0 7 0 11 38310050010100 Count Total 0 0 0 0 0 3 0 0 24 0 65 0 Peak Hour All 0 0 0 4 0 0 28 5 1 0 0 0 0 1 0000010 0 38 0 HV 0 0 0 0 0 0 0 16 3 1 0 13002030 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%-0%-3%0%-0%--6%HV%----- 0 0 4:15 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 0 6 0 4 1 4:30 PM 0 0 0 0 0 0 0 0 0 1 1 1 0 1 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0000001 1 6 Peak Hour 0 0 1 0 1 0 0 0 0 1 1 2 7Count Total 0 0 1 1 2 0 1000110 0 0 0 0000000 0 0 0 11 1N N 3rd Ave W Cottonwood St W Cottonwood St N 3rd AveDriveway N 3rd Ave38TEV: 0.59PHF:0130142013 0 2 5 30 3160191500 0 0 0 0 0 project.manager.wa@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway W Cottonwood St N 3rd Ave N 3rd Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0000000 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 5:15 PM 0 0 0 0 0 0 0 1 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1000000 0 1 0 2 0 Peak Hour 0 0 0 0 0 0 0 1 0 0Count Total 0 0 0 0 0 0 0 0 04:00 PM RT 1 0 Interval Start Driveway W Cottonwood St N 3rd Ave N 3rd Ave 15-min Total Rolling One Hour 1 0 0 0 0 0000000 RTTHLT RTTHLTRT 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10100004:15 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 1 0Count Total 0 THLT 0000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com Transportation Impact AnalysisN 3rd Apartments Appendix C Level of Service (LOS) Calculations Transportation Impact AnalysisN 3rd Apartments 2022 Existing Weekday AM Peak Hour Lanes, Volumes, Timings 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 28 52 421 50 97 681 Future Volume (vph) 28 52 421 50 97 681 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 100 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 25 35 35 Link Distance (ft) 581 282 688 Travel Time (s) 15.8 5.5 13.4 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 5% 5% 2% 2% 2% 2% Shared Lane Traffic (%) Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 20.0 20.0 5.0 20.0 Minimum Split (s) 34.0 34.0 25.4 25.4 8.0 25.4 Total Split (s) 38.0 38.0 57.0 57.0 25.0 82.0 Total Split (%) 31.7% 31.7% 47.5% 47.5% 20.8% 68.3% Yellow Time (s) 3.0 3.0 3.6 3.6 3.0 3.6 All-Red Time (s) 2.0 2.0 1.8 1.8 0.0 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.4 5.4 3.0 5.4 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 93 (78%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: N 7th Ave & W Tamarack St HCM 6th Signalized Intersection Summary 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 28 52 421 50 97 681 Future Volume (veh/h) 28 52 421 50 97 681 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 57 463 55 107 748 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 5 5 2 2 2 2 Cap, veh/h 90 80 2828 1261 808 3061 Arrive On Green 0.05 0.05 0.80 0.80 0.04 0.86 Sat Flow, veh/h 1739 1547 3647 1584 1781 3647 Grp Volume(v), veh/h 31 57 463 55 107 748 Grp Sat Flow(s),veh/h/ln 1739 1547 1777 1584 1781 1777 Q Serve(g_s), s 2.1 4.4 3.7 0.9 1.1 4.4 Cycle Q Clear(g_c), s 2.1 4.4 3.7 0.9 1.1 4.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 90 80 2828 1261 808 3061 V/C Ratio(X) 0.34 0.71 0.16 0.04 0.13 0.24 Avail Cap(c_a), veh/h 478 426 2828 1261 1062 3061 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 56.0 2.9 2.6 1.5 1.5 Incr Delay (d2), s/veh 2.2 10.9 0.1 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.0 1.0 0.2 0.2 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.1 66.9 3.0 2.7 1.6 1.5 LnGrp LOS E E A A A A Approach Vol, veh/h 88 518 855 Approach Delay, s/veh 63.4 3.0 1.5 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 100.9 11.2 108.8 Change Period (Y+Rc), s 3.0 * 5.4 5.0 * 5.4 Max Green Setting (Gmax), s 22.0 * 52 33.0 * 77 Max Q Clear Time (g_c+I1), s 3.1 5.7 6.4 6.4 Green Ext Time (p_c), s 0.2 3.5 0.2 6.0 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 109 260 74 29 138 53 46 302 22 110 458 132 Future Volume (vph) 109 260 74 29 138 53 46 302 22 110 458 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 50 0 50 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 516 908 455 575 Travel Time (s) 14.1 24.8 8.9 11.2 Confl. Peds. (#/hr) 3 15 15 3 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 1% 1% 1% 4% 4% 4% 2% 2% 2% 3% 3% 3% Shared Lane Traffic (%) 10% Turn Type Split NA Split NA pm+pt NA pm+pt NA pm+ov Protected Phases 4 4 8 8 5 2 1 6 4 Permitted Phases 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 30.0 4.0 30.0 6.0 Minimum Split (s) 33.0 33.0 33.0 33.0 7.0 35.0 7.0 35.0 33.0 Total Split (s) 40.0 40.0 40.0 40.0 18.0 45.0 18.0 45.0 40.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 12.6% 31.5% 12.6% 31.5% 28.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.6 3.0 3.6 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.0 1.4 0.0 1.4 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None Min None Min None Intersection Summary Area Type: Other Cycle Length: 143 Actuated Cycle Length: 106.6 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 2: N 7th Ave & Durston Rd/W Peach St HCM 6th Signalized Intersection Summary 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 260 74 29 138 53 46 302 22 110 458 132 Future Volume (veh/h) 109 260 74 29 138 53 46 302 22 110 458 132 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1841 1841 1841 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 122 292 83 33 155 60 52 339 25 124 515 148 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 4 4 4 2 2 2 3 3 3 Cap, veh/h 445 349 99 44 207 80 309 1043 77 423 1212 927 Arrive On Green 0.25 0.25 0.25 0.19 0.19 0.19 0.03 0.31 0.31 0.06 0.34 0.34 Sat Flow, veh/h 1795 1405 399 232 1088 421 1781 3354 246 1767 3526 1561 Grp Volume(v), veh/h 122 0 375 248 0 0 52 179 185 124 515 148 Grp Sat Flow(s),veh/h/ln 1795 0 1805 1741 0 0 1781 1777 1824 1767 1763 1561 Q Serve(g_s), s 5.3 0.0 19.0 13.0 0.0 0.0 1.9 7.4 7.5 4.4 10.8 4.1 Cycle Q Clear(g_c), s 5.3 0.0 19.0 13.0 0.0 0.0 1.9 7.4 7.5 4.4 10.8 4.1 Prop In Lane 1.00 0.22 0.13 0.24 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 445 0 448 331 0 0 309 553 567 423 1212 927 V/C Ratio(X) 0.27 0.00 0.84 0.75 0.00 0.00 0.17 0.32 0.33 0.29 0.42 0.16 Avail Cap(c_a), veh/h 651 0 655 632 0 0 530 737 756 584 1462 1037 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.3 0.0 34.4 36.9 0.0 0.0 21.8 25.5 25.5 19.5 24.3 8.9 Incr Delay (d2), s/veh 0.2 0.0 5.5 2.5 0.0 0.0 0.1 0.3 0.3 0.1 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 9.0 5.7 0.0 0.0 0.8 3.1 3.2 1.8 4.4 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.5 0.0 39.9 39.4 0.0 0.0 21.9 25.8 25.8 19.6 24.6 9.0 LnGrp LOS C A D D A A C C C B C A Approach Vol, veh/h 497 248 416 787 Approach Delay, s/veh 37.3 39.4 25.3 20.8 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 35.0 28.9 6.0 38.2 23.4 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 * 40 35.0 15.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 6.4 9.5 21.0 3.9 12.8 15.0 Green Ext Time (p_c), s 0.0 2.1 2.0 0.0 4.1 1.2 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 319 8 4 200 0 18 0 12 0 0 4 Future Volume (vph) 0 319 8 4 200 0 18 0 12 0 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 25 25 Link Distance (ft) 908 426 314 264 Travel Time (s) 20.6 9.7 8.6 7.2 Confl. Peds. (#/hr)2 7 7 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 7% 7% 7% 0% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 319 8 4 200 0 18 0 12 0 0 4 Future Vol, veh/h 0 319 8 4 200 0 18 0 12 0 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 7 7 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 5 5 5 7 7 7 0 0 0 Mvmt Flow 0 354 9 4 222 0 20 0 13 0 0 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 222 0 0 363 0 0 593 589 366 602 593 224 Stage 1 - - - - - - 359 359 - 230 230 - Stage 2 - - - - - - 234 230 - 372 363 - Critical Hdwy 4.12 - - 4.15 - - 7.17 6.57 6.27 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.17 5.57 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.17 5.57 - 6.1 5.5 - Follow-up Hdwy 2.218 - - 2.245 - - 3.563 4.063 3.363 3.5 4 3.3 Pot Cap-1 Maneuver 1347 - - 1179 - - 410 414 668 414 421 820 Stage 1 - - - - - - 649 618 - 777 718 - Stage 2 - - - - - - 758 705 - 653 628 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1347 - - 1179 - - 406 412 664 402 419 818 Mov Cap-2 Maneuver - - - - - - 406 412 - 402 419 - Stage 1 - - - - - - 649 618 - 777 715 - Stage 2 - - - - - - 749 702 - 636 628 - Approach EB WB NB SB HCM Control Delay, s 0 0.2 13 9.4 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 481 1347 - - 1179 - - 818 HCM Lane V/C Ratio 0.069 - - - 0.004 - - 0.005 HCM Control Delay (s) 13 0 - - 8.1 0 - 9.4 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 Lanes, Volumes, Timings 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 9 317 186 2 4 14 Future Volume (vph) 9 317 186 2 4 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 426 303 1116 Travel Time (s) 11.6 8.3 30.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 4% 22% 22% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 317 186 2 4 14 Future Vol, veh/h 9 317 186 2 4 14 Conflicting Peds, #/hr 1 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 4 4 22 22 Mvmt Flow 10 356 209 2 4 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 212 0 - 0 587 211 Stage 1 - - - - 211 - Stage 2 - - - - 376 - Critical Hdwy 4.12 - - - 6.62 6.42 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy 2.218 - - - 3.698 3.498 Pot Cap-1 Maneuver 1358 - - - 440 781 Stage 1 - - - - 779 - Stage 2 - - - - 653 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1357 - - - 435 780 Mov Cap-2 Maneuver - - - - 435 - Stage 1 - - - - 771 - Stage 2 - - - - 652 - Approach EB WB SB HCM Control Delay, s 0.2 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1357 - - - 663 HCM Lane V/C Ratio 0.007 - - - 0.031 HCM Control Delay (s) 7.7 0 - - 10.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 159 2 2 88 6 5 Future Volume (vph) 159 2 2 88 6 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 484 371 1116 Travel Time (s) 13.2 10.1 30.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 4% 4% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - AM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 159 2 2 88 6 5 Future Vol, veh/h 159 2 2 88 6 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 4 4 0 0 Mvmt Flow 171 2 2 95 6 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 173 0 271 172 Stage 1 - - - - 172 - Stage 2 - - - - 99 - Critical Hdwy - - 4.14 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.236 - 3.5 3.3 Pot Cap-1 Maneuver - - 1392 - 723 877 Stage 1 - - - - 863 - Stage 2 - - - - 930 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1392 - 722 877 Mov Cap-2 Maneuver - - - - 722 - Stage 1 - - - - 863 - Stage 2 - - - - 928 - Approach EB WB NB HCM Control Delay, s 0 0.2 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 785 - - 1392 - HCM Lane V/C Ratio 0.015 - - 0.002 - HCM Control Delay (s) 9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Transportation Impact AnalysisN 3rd Apartments 2022 Existing Weekday PM Peak Hour Lanes, Volumes, Timings 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 96 135 830 62 104 650 Future Volume (vph) 96 135 830 62 104 650 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 100 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 25 35 35 Link Distance (ft) 581 282 688 Travel Time (s) 15.8 5.5 13.4 Confl. Peds. (#/hr) 4 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 20.0 20.0 5.0 20.0 Minimum Split (s) 34.0 34.0 25.4 25.4 8.0 25.4 Total Split (s) 44.0 44.0 66.0 66.0 20.0 86.0 Total Split (%) 33.8% 33.8% 50.8% 50.8% 15.4% 66.2% Yellow Time (s) 3.0 3.0 3.6 3.6 3.0 3.6 All-Red Time (s) 2.0 2.0 1.8 1.8 0.0 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.4 5.4 3.0 5.4 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 111 (85%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: N 7th Ave & W Tamarack St HCM 6th Signalized Intersection Summary 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 96 135 830 62 104 650 Future Volume (veh/h) 96 135 830 62 104 650 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1885 Adj Flow Rate, veh/h 103 145 892 67 112 699 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 1 1 1 1 Cap, veh/h 198 176 2685 1197 517 2903 Arrive On Green 0.11 0.11 0.75 0.75 0.04 0.81 Sat Flow, veh/h 1810 1610 3676 1597 1795 3676 Grp Volume(v), veh/h 103 145 892 67 112 699 Grp Sat Flow(s),veh/h/ln 1810 1610 1791 1597 1795 1791 Q Serve(g_s), s 7.0 11.5 10.8 1.4 1.7 6.0 Cycle Q Clear(g_c), s 7.0 11.5 10.8 1.4 1.7 6.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 198 176 2685 1197 517 2903 V/C Ratio(X) 0.52 0.82 0.33 0.06 0.22 0.24 Avail Cap(c_a), veh/h 543 483 2685 1197 684 2903 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 56.7 5.4 4.3 3.5 2.9 Incr Delay (d2), s/veh 2.1 9.2 0.3 0.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 5.2 3.6 0.4 0.5 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.8 65.9 5.8 4.3 3.7 2.9 LnGrp LOS E E A A A A Approach Vol, veh/h 248 959 811 Approach Delay, s/veh 62.1 5.7 3.0 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 102.9 19.2 110.8 Change Period (Y+Rc), s 3.0 * 5.4 5.0 * 5.4 Max Green Setting (Gmax), s 17.0 * 61 39.0 * 81 Max Q Clear Time (g_c+I1), s 3.7 12.8 13.5 8.0 Green Ext Time (p_c), s 0.2 7.8 0.8 5.5 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 168 235 60 29 233 58 81 544 29 87 447 182 Future Volume (vph) 168 235 60 29 233 58 81 544 29 87 447 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 50 0 50 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 516 908 455 575 Travel Time (s) 14.1 24.8 8.9 11.2 Confl. Peds. (#/hr) 5 15 15 5 14 11 11 14 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1% Shared Lane Traffic (%) 10% Turn Type Split NA Split NA pm+pt NA pm+pt NA pm+ov Protected Phases 4 4 8 8 5 2 1 6 4 Permitted Phases 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 30.0 4.0 30.0 6.0 Minimum Split (s) 33.0 33.0 33.0 33.0 7.0 35.0 7.0 35.0 33.0 Total Split (s) 40.0 40.0 40.0 40.0 18.0 45.0 18.0 45.0 40.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 12.6% 31.5% 12.6% 31.5% 28.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.6 3.0 3.6 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.0 1.4 0.0 1.4 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None Min None Min None Intersection Summary Area Type: Other Cycle Length: 143 Actuated Cycle Length: 113.3 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 2: N 7th Ave & Durston Rd/W Peach St HCM 6th Signalized Intersection Summary 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 168 235 60 29 233 58 81 544 29 87 447 182 Future Volume (veh/h) 168 235 60 29 233 58 81 544 29 87 447 182 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 189 264 67 33 262 65 91 611 33 98 502 204 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 1 1 1 Cap, veh/h 406 327 83 39 312 77 305 1035 56 288 1093 838 Arrive On Green 0.23 0.23 0.23 0.24 0.24 0.24 0.05 0.30 0.30 0.05 0.31 0.31 Sat Flow, veh/h 1795 1444 366 166 1318 327 1781 3424 185 1795 3582 1561 Grp Volume(v), veh/h 189 0 331 360 0 0 91 317 327 98 502 204 Grp Sat Flow(s),veh/h/ln 1795 0 1810 1811 0 0 1781 1777 1832 1795 1791 1561 Q Serve(g_s), s 9.0 0.0 17.2 18.8 0.0 0.0 3.5 15.0 15.1 3.7 11.2 7.0 Cycle Q Clear(g_c), s 9.0 0.0 17.2 18.8 0.0 0.0 3.5 15.0 15.1 3.7 11.2 7.0 Prop In Lane 1.00 0.20 0.09 0.18 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 406 0 409 429 0 0 305 537 554 288 1093 838 V/C Ratio(X) 0.47 0.00 0.81 0.84 0.00 0.00 0.30 0.59 0.59 0.34 0.46 0.24 Avail Cap(c_a), veh/h 633 0 638 638 0 0 483 716 738 463 1443 990 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 0.0 36.4 36.1 0.0 0.0 22.6 29.4 29.4 23.1 27.9 12.5 Incr Delay (d2), s/veh 0.6 0.0 3.4 5.5 0.0 0.0 0.2 1.0 1.0 0.3 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 8.0 8.9 0.0 0.0 1.4 6.4 6.6 1.5 4.7 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.8 0.0 39.8 41.6 0.0 0.0 22.8 30.5 30.4 23.4 28.2 12.7 LnGrp LOS C A D D A A C C C C C B Approach Vol, veh/h 520 360 735 804 Approach Delay, s/veh 37.6 41.6 29.5 23.7 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 35.0 27.5 8.0 35.3 28.5 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 * 40 35.0 15.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 5.7 17.1 19.2 5.5 13.2 20.8 Green Ext Time (p_c), s 0.0 3.9 2.0 0.0 4.2 1.6 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 298 5 4 305 2 6 1 3 0 0 1 Future Volume (vph) 2 298 5 4 305 2 6 1 3 0 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 25 25 Link Distance (ft) 908 426 314 264 Travel Time (s) 20.6 9.7 8.6 7.2 Confl. Peds. (#/hr) 1 1 6 2 2 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 298 5 4 305 2 6 1 3 0 0 1 Future Vol, veh/h 2 298 5 4 305 2 6 1 3 0 0 1 Conflicting Peds, #/hr 0 0 1 1 0 0 6 0 2 2 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 1 1 1 1 1 1 0 0 0 0 0 0 Mvmt Flow 2 307 5 4 314 2 6 1 3 0 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 316 0 0 313 0 0 645 639 313 641 640 321 Stage 1 - - - - - - 315 315 - 323 323 - Stage 2 - - - - - - 330 324 - 318 317 - Critical Hdwy 4.11 - - 4.11 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.209 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1250 - - 1253 - - 388 397 732 390 396 724 Stage 1 - - - - - - 700 659 - 693 654 - Stage 2 - - - - - - 687 653 - 698 658 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1250 - - 1252 - - 383 394 730 385 393 720 Mov Cap-2 Maneuver - - - - - - 383 394 - 385 393 - Stage 1 - - - - - - 698 657 - 692 651 - Stage 2 - - - - - - 679 650 - 691 656 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 13.2 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 448 1250 - - 1252 - - 720 HCM Lane V/C Ratio 0.023 0.002 - - 0.003 - - 0.001 HCM Control Delay (s) 13.2 7.9 0 - 7.9 0 - 10 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 Lanes, Volumes, Timings 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 14 296 301 4 3 12 Future Volume (vph) 14 296 301 4 3 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 426 303 1116 Travel Time (s) 11.6 8.3 30.4 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 1% 1% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 296 301 4 3 12 Future Vol, veh/h 14 296 301 4 3 12 Conflicting Peds, #/hr 2 0 0 2 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 1 1 0 0 Mvmt Flow 15 308 314 4 3 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 320 0 - 0 656 320 Stage 1 - - - - 318 - Stage 2 - - - - 338 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 1240 - - - 433 725 Stage 1 - - - - 742 - Stage 2 - - - - 727 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1238 - - - 425 722 Mov Cap-2 Maneuver - - - - 425 - Stage 1 - - - - 729 - Stage 2 - - - - 726 - Approach EB WB SB HCM Control Delay, s 0.4 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1238 - - - 633 HCM Lane V/C Ratio 0.012 - - - 0.025 HCM Control Delay (s) 7.9 0 - - 10.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 105 4 5 164 13 4 Future Volume (vph) 105 4 5 164 13 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 484 371 1116 Travel Time (s) 13.2 10.1 30.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 3% 3% 1% 1% 6% 6% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2022 Existing - PM Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 105 4 5 164 13 4 Future Vol, veh/h 105 4 5 164 13 4 Conflicting Peds, #/hr 0 1 1 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 3 3 1 1 6 6 Mvmt Flow 119 5 6 186 15 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 125 0 321 123 Stage 1 - - - - 123 - Stage 2 - - - - 198 - Critical Hdwy - - 4.11 - 6.46 6.26 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.209 - 3.554 3.354 Pot Cap-1 Maneuver - - 1468 - 664 917 Stage 1 - - - - 893 - Stage 2 - - - - 826 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1467 - 660 916 Mov Cap-2 Maneuver - - - - 660 - Stage 1 - - - - 892 - Stage 2 - - - - 822 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 706 - - 1467 - HCM Lane V/C Ratio 0.027 - - 0.004 - HCM Control Delay (s) 10.2 - - 7.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Transportation Impact AnalysisN 3rd Apartments 2025 No Action Weekday AM Peak Hour Lanes, Volumes, Timings 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 31 58 474 56 109 766 Future Volume (vph) 31 58 474 56 109 766 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 100 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 25 35 35 Link Distance (ft) 581 282 688 Travel Time (s) 15.8 5.5 13.4 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 5% 5% 2% 2% 2% 2% Shared Lane Traffic (%) Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 20.0 20.0 5.0 20.0 Minimum Split (s) 34.0 34.0 25.4 25.4 8.0 25.4 Total Split (s) 38.0 38.0 57.0 57.0 25.0 82.0 Total Split (%) 31.7% 31.7% 47.5% 47.5% 20.8% 68.3% Yellow Time (s) 3.0 3.0 3.6 3.6 3.0 3.6 All-Red Time (s) 2.0 2.0 1.8 1.8 0.0 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.4 5.4 3.0 5.4 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 93 (78%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: N 7th Ave & W Tamarack St HCM 6th Signalized Intersection Summary 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 58 474 56 109 766 Future Volume (veh/h) 31 58 474 56 109 766 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 64 521 62 120 842 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 5 5 2 2 2 2 Cap, veh/h 100 89 2808 1252 760 3042 Arrive On Green 0.06 0.06 0.79 0.79 0.04 0.86 Sat Flow, veh/h 1739 1547 3647 1584 1781 3647 Grp Volume(v), veh/h 34 64 521 62 120 842 Grp Sat Flow(s),veh/h/ln 1739 1547 1777 1584 1781 1777 Q Serve(g_s), s 2.3 4.9 4.3 1.0 1.3 5.4 Cycle Q Clear(g_c), s 2.3 4.9 4.3 1.0 1.3 5.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 100 89 2808 1252 760 3042 V/C Ratio(X) 0.34 0.72 0.19 0.05 0.16 0.28 Avail Cap(c_a), veh/h 478 426 2808 1252 1014 3042 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.4 55.6 3.1 2.7 1.7 1.6 Incr Delay (d2), s/veh 2.0 10.5 0.1 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.2 1.2 0.3 0.3 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.4 66.1 3.2 2.8 1.8 1.7 LnGrp LOS E E A A A A Approach Vol, veh/h 98 583 962 Approach Delay, s/veh 62.8 3.2 1.7 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 100.2 11.9 108.1 Change Period (Y+Rc), s 3.0 * 5.4 5.0 * 5.4 Max Green Setting (Gmax), s 22.0 * 52 33.0 * 77 Max Q Clear Time (g_c+I1), s 3.3 6.3 6.9 7.4 Green Ext Time (p_c), s 0.3 4.0 0.3 7.1 Intersection Summary HCM 6th Ctrl Delay 5.9 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 123 292 83 33 155 60 52 340 25 123 515 148 Future Volume (vph) 123 292 83 33 155 60 52 340 25 123 515 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 50 0 50 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 516 908 455 575 Travel Time (s) 14.1 24.8 8.9 11.2 Confl. Peds. (#/hr) 3 15 15 3 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 1% 1% 1% 4% 4% 4% 2% 2% 2% 3% 3% 3% Shared Lane Traffic (%) 10% Turn Type Split NA Split NA pm+pt NA pm+pt NA pm+ov Protected Phases 4 4 8 8 5 2 1 6 4 Permitted Phases 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 30.0 4.0 30.0 6.0 Minimum Split (s) 33.0 33.0 33.0 33.0 7.0 35.0 7.0 35.0 33.0 Total Split (s) 40.0 40.0 40.0 40.0 18.0 45.0 18.0 45.0 40.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 12.6% 31.5% 12.6% 31.5% 28.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.6 3.0 3.6 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.0 1.4 0.0 1.4 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None Min None Min None Intersection Summary Area Type: Other Cycle Length: 143 Actuated Cycle Length: 115 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 2: N 7th Ave & Durston Rd/W Peach St HCM 6th Signalized Intersection Summary 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 292 83 33 155 60 52 340 25 123 515 148 Future Volume (veh/h) 123 292 83 33 155 60 52 340 25 123 515 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1841 1841 1841 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 138 328 93 37 174 67 58 382 28 138 579 166 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 4 4 4 2 2 2 3 3 3 Cap, veh/h 474 371 105 47 219 84 270 975 71 387 1152 925 Arrive On Green 0.26 0.26 0.26 0.20 0.20 0.20 0.03 0.29 0.29 0.07 0.33 0.33 Sat Flow, veh/h 1795 1406 399 232 1090 420 1781 3356 245 1767 3526 1560 Grp Volume(v), veh/h 138 0 421 278 0 0 58 201 209 138 579 166 Grp Sat Flow(s),veh/h/ln 1795 0 1805 1742 0 0 1781 1777 1824 1767 1763 1560 Q Serve(g_s), s 6.3 0.0 23.1 15.7 0.0 0.0 2.3 9.4 9.5 5.4 13.7 5.0 Cycle Q Clear(g_c), s 6.3 0.0 23.1 15.7 0.0 0.0 2.3 9.4 9.5 5.4 13.7 5.0 Prop In Lane 1.00 0.22 0.13 0.24 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 474 0 476 350 0 0 270 516 530 387 1152 925 V/C Ratio(X) 0.29 0.00 0.88 0.79 0.00 0.00 0.22 0.39 0.39 0.36 0.50 0.18 Avail Cap(c_a), veh/h 608 0 612 590 0 0 467 688 706 518 1365 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.3 0.0 36.5 39.2 0.0 0.0 24.9 29.3 29.4 22.3 28.0 9.7 Incr Delay (d2), s/veh 0.3 0.0 11.3 3.1 0.0 0.0 0.1 0.5 0.5 0.2 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 11.6 7.0 0.0 0.0 1.0 4.0 4.1 2.2 5.7 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.6 0.0 47.8 42.3 0.0 0.0 25.0 29.8 29.8 22.5 28.3 9.8 LnGrp LOS C A D D A A C C C C C A Approach Vol, veh/h 559 278 468 883 Approach Delay, s/veh 43.6 42.3 29.2 23.9 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.3 35.0 32.2 6.5 38.8 25.8 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 * 40 35.0 15.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 7.4 11.5 25.1 4.3 15.7 17.7 Green Ext Time (p_c), s 0.0 2.4 1.9 0.0 4.5 1.3 Intersection Summary HCM 6th Ctrl Delay 32.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 359 9 4 225 0 20 0 13 0 0 4 Future Volume (vph) 0 359 9 4 225 0 20 0 13 0 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 25 25 Link Distance (ft) 908 426 314 264 Travel Time (s) 20.6 9.7 8.6 7.2 Confl. Peds. (#/hr)2 7 7 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 7% 7% 7% 0% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 359 9 4 225 0 20 0 13 0 0 4 Future Vol, veh/h 0 359 9 4 225 0 20 0 13 0 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 7 7 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 5 5 5 7 7 7 0 0 0 Mvmt Flow 0 399 10 4 250 0 22 0 14 0 0 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 250 0 0 409 0 0 666 662 411 676 667 252 Stage 1 - - - - - - 404 404 - 258 258 - Stage 2 - - - - - - 262 258 - 418 409 - Critical Hdwy 4.12 - - 4.15 - - 7.17 6.57 6.27 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.17 5.57 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.17 5.57 - 6.1 5.5 - Follow-up Hdwy 2.218 - - 2.245 - - 3.563 4.063 3.363 3.5 4 3.3 Pot Cap-1 Maneuver 1316 - - 1134 - - 366 376 630 370 382 792 Stage 1 - - - - - - 613 591 - 751 698 - Stage 2 - - - - - - 732 685 - 616 600 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1316 - - 1134 - - 362 374 626 358 380 790 Mov Cap-2 Maneuver - - - - - - 362 374 - 358 380 - Stage 1 - - - - - - 613 591 - 751 695 - Stage 2 - - - - - - 724 682 - 598 600 - Approach EB WB NB SB HCM Control Delay, s 0 0.1 14.1 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 434 1316 - - 1134 - - 790 HCM Lane V/C Ratio 0.084 - - - 0.004 - - 0.006 HCM Control Delay (s) 14.1 0 - - 8.2 0 - 9.6 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0 Lanes, Volumes, Timings 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 10 357 209 2 4 16 Future Volume (vph) 10 357 209 2 4 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 426 303 1116 Travel Time (s) 11.6 8.3 30.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 4% 22% 22% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 357 209 2 4 16 Future Vol, veh/h 10 357 209 2 4 16 Conflicting Peds, #/hr 1 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 4 4 22 22 Mvmt Flow 11 401 235 2 4 18 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 238 0 - 0 660 237 Stage 1 - - - - 237 - Stage 2 - - - - 423 - Critical Hdwy 4.12 - - - 6.62 6.42 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy 2.218 - - - 3.698 3.498 Pot Cap-1 Maneuver 1329 - - - 398 755 Stage 1 - - - - 758 - Stage 2 - - - - 620 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1328 - - - 393 754 Mov Cap-2 Maneuver - - - - 393 - Stage 1 - - - - 749 - Stage 2 - - - - 619 - Approach EB WB SB HCM Control Delay, s 0.2 0 10.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1328 - - - 637 HCM Lane V/C Ratio 0.008 - - - 0.035 HCM Control Delay (s) 7.7 0 - - 10.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 179 2 2 99 7 6 Future Volume (vph) 179 2 2 99 7 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 484 371 1116 Travel Time (s) 13.2 10.1 30.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 4% 4% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - AM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 179 2 2 99 7 6 Future Vol, veh/h 179 2 2 99 7 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 4 4 0 0 Mvmt Flow 192 2 2 106 8 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 194 0 303 193 Stage 1 - - - - 193 - Stage 2 - - - - 110 - Critical Hdwy - - 4.14 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.236 - 3.5 3.3 Pot Cap-1 Maneuver - - 1367 - 693 854 Stage 1 - - - - 845 - Stage 2 - - - - 920 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1367 - 692 854 Mov Cap-2 Maneuver - - - - 692 - Stage 1 - - - - 845 - Stage 2 - - - - 918 - Approach EB WB NB HCM Control Delay, s 0 0.2 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 758 - - 1367 - HCM Lane V/C Ratio 0.018 - - 0.002 - HCM Control Delay (s) 9.8 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Transportation Impact AnalysisN 3rd Apartments 2025 No Action Weekday PM Peak Hour Lanes, Volumes, Timings 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 108 152 934 70 117 731 Future Volume (vph) 108 152 934 70 117 731 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 100 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 25 35 35 Link Distance (ft) 581 282 688 Travel Time (s) 15.8 5.5 13.4 Confl. Peds. (#/hr) 4 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 20.0 20.0 5.0 20.0 Minimum Split (s) 34.0 34.0 25.4 25.4 8.0 25.4 Total Split (s) 44.0 44.0 66.0 66.0 20.0 86.0 Total Split (%) 33.8% 33.8% 50.8% 50.8% 15.4% 66.2% Yellow Time (s) 3.0 3.0 3.6 3.6 3.0 3.6 All-Red Time (s) 2.0 2.0 1.8 1.8 0.0 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.4 5.4 3.0 5.4 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 111 (85%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: N 7th Ave & W Tamarack St HCM 6th Signalized Intersection Summary 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 108 152 934 70 117 731 Future Volume (veh/h) 108 152 934 70 117 731 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1885 Adj Flow Rate, veh/h 116 163 1004 75 126 786 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 1 1 1 1 Cap, veh/h 219 195 2643 1178 459 2862 Arrive On Green 0.12 0.12 0.74 0.74 0.04 0.80 Sat Flow, veh/h 1810 1610 3676 1597 1795 3676 Grp Volume(v), veh/h 116 163 1004 75 126 786 Grp Sat Flow(s),veh/h/ln 1810 1610 1791 1597 1795 1791 Q Serve(g_s), s 7.8 12.9 13.3 1.7 2.0 7.3 Cycle Q Clear(g_c), s 7.8 12.9 13.3 1.7 2.0 7.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 195 2643 1178 459 2862 V/C Ratio(X) 0.53 0.84 0.38 0.06 0.27 0.27 Avail Cap(c_a), veh/h 543 483 2643 1178 625 2862 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.7 55.9 6.2 4.7 4.2 3.4 Incr Delay (d2), s/veh 2.0 9.1 0.4 0.1 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 5.8 4.6 0.5 0.6 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 64.9 6.6 4.8 4.5 3.4 LnGrp LOS E E A A A A Approach Vol, veh/h 279 1079 912 Approach Delay, s/veh 61.1 6.5 3.6 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 101.3 20.7 109.3 Change Period (Y+Rc), s 3.0 * 5.4 5.0 * 5.4 Max Green Setting (Gmax), s 17.0 * 61 39.0 * 81 Max Q Clear Time (g_c+I1), s 4.0 15.3 14.9 9.3 Green Ext Time (p_c), s 0.2 9.2 0.9 6.4 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 189 264 67 33 262 65 91 612 33 98 503 205 Future Volume (vph) 189 264 67 33 262 65 91 612 33 98 503 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 50 0 50 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 516 908 455 575 Travel Time (s) 14.1 24.8 8.9 11.2 Confl. Peds. (#/hr) 5 15 15 5 14 11 11 14 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1% Shared Lane Traffic (%) 10% Turn Type Split NA Split NA pm+pt NA pm+pt NA pm+ov Protected Phases 4 4 8 8 5 2 1 6 4 Permitted Phases 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 30.0 4.0 30.0 6.0 Minimum Split (s) 33.0 33.0 33.0 33.0 7.0 35.0 7.0 35.0 33.0 Total Split (s) 40.0 40.0 40.0 40.0 18.0 45.0 18.0 45.0 40.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 12.6% 31.5% 12.6% 31.5% 28.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.6 3.0 3.6 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.0 1.4 0.0 1.4 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None Min None Min None Intersection Summary Area Type: Other Cycle Length: 143 Actuated Cycle Length: 124 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 2: N 7th Ave & Durston Rd/W Peach St HCM 6th Signalized Intersection Summary 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 264 67 33 262 65 91 612 33 98 503 205 Future Volume (veh/h) 189 264 67 33 262 65 91 612 33 98 503 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 212 297 75 37 294 73 102 688 37 110 565 230 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 1 1 1 Cap, veh/h 431 347 88 42 331 82 270 962 52 248 1018 826 Arrive On Green 0.24 0.24 0.24 0.25 0.25 0.25 0.06 0.28 0.28 0.06 0.28 0.28 Sat Flow, veh/h 1795 1446 365 166 1318 327 1781 3424 184 1795 3582 1558 Grp Volume(v), veh/h 212 0 372 404 0 0 102 357 368 110 565 230 Grp Sat Flow(s),veh/h/ln 1795 0 1811 1811 0 0 1781 1777 1832 1795 1791 1558 Q Serve(g_s), s 10.9 0.0 21.0 23.0 0.0 0.0 4.3 19.3 19.3 4.6 14.3 8.8 Cycle Q Clear(g_c), s 10.9 0.0 21.0 23.0 0.0 0.0 4.3 19.3 19.3 4.6 14.3 8.8 Prop In Lane 1.00 0.20 0.09 0.18 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 431 0 434 455 0 0 270 499 514 248 1018 826 V/C Ratio(X) 0.49 0.00 0.86 0.89 0.00 0.00 0.38 0.71 0.72 0.44 0.56 0.28 Avail Cap(c_a), veh/h 588 0 593 593 0 0 420 665 686 393 1341 967 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 0.0 38.8 38.5 0.0 0.0 26.0 34.6 34.6 26.8 32.5 14.2 Incr Delay (d2), s/veh 0.6 0.0 8.2 11.8 0.0 0.0 0.3 2.4 2.4 0.5 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 10.3 11.7 0.0 0.0 1.8 8.5 8.7 2.0 6.1 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.6 0.0 47.0 50.3 0.0 0.0 26.3 37.0 37.0 27.3 33.0 14.4 LnGrp LOS D A D D A A C D D C C B Approach Vol, veh/h 584 404 827 905 Approach Delay, s/veh 42.9 50.3 35.7 27.6 Approach LOS D D D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.4 35.0 30.6 9.0 35.4 31.8 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 * 40 35.0 15.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 6.6 21.3 23.0 6.3 16.3 25.0 Green Ext Time (p_c), s 0.0 4.2 2.0 0.0 4.7 1.6 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 335 6 4 343 2 7 1 3 0 0 1 Future Volume (vph) 2 335 6 4 343 2 7 1 3 0 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 25 Link Distance (ft) 908 426 314 264 Travel Time (s) 24.8 11.6 8.6 7.2 Confl. Peds. (#/hr) 1 1 6 2 2 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 335 6 4 343 2 7 1 3 0 0 1 Future Vol, veh/h 2 335 6 4 343 2 7 1 3 0 0 1 Conflicting Peds, #/hr 0 0 1 1 0 0 6 0 2 2 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 1 1 1 1 1 1 0 0 0 0 0 0 Mvmt Flow 2 345 6 4 354 2 7 1 3 0 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 356 0 0 352 0 0 723 717 351 719 719 361 Stage 1 - - - - - - 353 353 - 363 363 - Stage 2 - - - - - - 370 364 - 356 356 - Critical Hdwy 4.11 - - 4.11 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.209 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1208 - - 1212 - - 344 358 697 346 357 688 Stage 1 - - - - - - 668 634 - 660 628 - Stage 2 - - - - - - 654 627 - 666 633 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1208 - - 1211 - - 340 355 695 342 355 684 Mov Cap-2 Maneuver - - - - - - 340 355 - 342 355 - Stage 1 - - - - - - 666 632 - 659 625 - Stage 2 - - - - - - 647 624 - 659 631 - Approach EB WB NB SB HCM Control Delay, s 0 0.1 14.3 10.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 397 1208 - - 1211 - - 684 HCM Lane V/C Ratio 0.029 0.002 - - 0.003 - - 0.002 HCM Control Delay (s) 14.3 8 0 - 8 0 - 10.3 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 Lanes, Volumes, Timings 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 16 333 339 4 3 13 Future Volume (vph) 16 333 339 4 3 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 426 303 1116 Travel Time (s) 11.6 8.3 30.4 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 1% 1% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 333 339 4 3 13 Future Vol, veh/h 16 333 339 4 3 13 Conflicting Peds, #/hr 2 0 0 2 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 1 1 0 0 Mvmt Flow 17 347 353 4 3 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 359 0 - 0 738 359 Stage 1 - - - - 357 - Stage 2 - - - - 381 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 1200 - - - 388 690 Stage 1 - - - - 713 - Stage 2 - - - - 695 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1198 - - - 379 687 Mov Cap-2 Maneuver - - - - 379 - Stage 1 - - - - 699 - Stage 2 - - - - 694 - Approach EB WB SB HCM Control Delay, s 0.4 0 11.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1198 - - - 596 HCM Lane V/C Ratio 0.014 - - - 0.028 HCM Control Delay (s) 8 0 - - 11.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Lanes, Volumes, Timings 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 118 4 6 184 15 4 Future Volume (vph) 118 4 6 184 15 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 484 371 1116 Travel Time (s) 13.2 10.1 30.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 3% 3% 1% 1% 6% 6% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 No Action - PM Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 118 4 6 184 15 4 Future Vol, veh/h 118 4 6 184 15 4 Conflicting Peds, #/hr 0 1 1 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 3 3 1 1 6 6 Mvmt Flow 134 5 7 209 17 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 140 0 361 138 Stage 1 - - - - 138 - Stage 2 - - - - 223 - Critical Hdwy - - 4.11 - 6.46 6.26 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.209 - 3.554 3.354 Pot Cap-1 Maneuver - - 1449 - 630 900 Stage 1 - - - - 879 - Stage 2 - - - - 805 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1448 - 626 899 Mov Cap-2 Maneuver - - - - 626 - Stage 1 - - - - 878 - Stage 2 - - - - 801 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 669 - - 1448 - HCM Lane V/C Ratio 0.032 - - 0.005 - HCM Control Delay (s) 10.6 - - 7.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Transportation Impact AnalysisN 3rd Apartments 2025 With Project Weekday AM Peak Hour Lanes, Volumes, Timings 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 31 90 474 56 118 766 Future Volume (vph) 31 90 474 56 118 766 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 100 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 25 35 35 Link Distance (ft) 581 282 688 Travel Time (s) 15.8 5.5 13.4 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 5% 5% 2% 2% 2% 2% Shared Lane Traffic (%) Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 20.0 20.0 5.0 20.0 Minimum Split (s) 34.0 34.0 25.4 25.4 8.0 25.4 Total Split (s) 38.0 38.0 57.0 57.0 25.0 82.0 Total Split (%) 31.7% 31.7% 47.5% 47.5% 20.8% 68.3% Yellow Time (s) 3.0 3.0 3.6 3.6 3.0 3.6 All-Red Time (s) 2.0 2.0 1.8 1.8 0.0 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.4 5.4 3.0 5.4 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 93 (78%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: N 7th Ave & W Tamarack St HCM 6th Signalized Intersection Summary 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 90 474 56 118 766 Future Volume (veh/h) 31 90 474 56 118 766 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 99 521 62 130 842 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 5 5 2 2 2 2 Cap, veh/h 142 126 2721 1213 736 2956 Arrive On Green 0.08 0.08 0.77 0.77 0.04 0.83 Sat Flow, veh/h 1739 1547 3647 1584 1781 3647 Grp Volume(v), veh/h 34 99 521 62 130 842 Grp Sat Flow(s),veh/h/ln 1739 1547 1777 1584 1781 1777 Q Serve(g_s), s 2.2 7.5 4.8 1.1 1.7 6.3 Cycle Q Clear(g_c), s 2.2 7.5 4.8 1.1 1.7 6.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 142 126 2721 1213 736 2956 V/C Ratio(X) 0.24 0.78 0.19 0.05 0.18 0.28 Avail Cap(c_a), veh/h 478 426 2721 1213 990 2956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 54.1 3.9 3.4 2.2 2.2 Incr Delay (d2), s/veh 0.9 10.1 0.2 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.3 1.5 0.3 0.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.5 64.2 4.0 3.5 2.4 2.3 LnGrp LOS D E A A A A Approach Vol, veh/h 133 583 972 Approach Delay, s/veh 61.2 4.0 2.3 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.9 97.3 14.8 105.2 Change Period (Y+Rc), s 3.0 * 5.4 5.0 * 5.4 Max Green Setting (Gmax), s 22.0 * 52 33.0 * 77 Max Q Clear Time (g_c+I1), s 3.7 6.8 9.5 8.3 Green Ext Time (p_c), s 0.3 4.0 0.4 7.1 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 123 295 83 43 165 60 52 340 28 123 515 148 Future Volume (vph) 123 295 83 43 165 60 52 340 28 123 515 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 50 0 50 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 516 908 455 575 Travel Time (s) 14.1 24.8 8.9 11.2 Confl. Peds. (#/hr) 3 15 15 3 5 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 1% 1% 1% 4% 4% 4% 2% 2% 2% 3% 3% 3% Shared Lane Traffic (%) 10% Turn Type Split NA Split NA pm+pt NA pm+pt NA pm+ov Protected Phases 4 4 8 8 5 2 1 6 4 Permitted Phases 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 30.0 4.0 30.0 6.0 Minimum Split (s) 33.0 33.0 33.0 33.0 9.5 35.0 9.5 35.0 33.0 Total Split (s) 40.0 40.0 40.0 40.0 18.0 45.0 18.0 45.0 40.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 12.6% 31.5% 12.6% 31.5% 28.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.6 3.0 3.6 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.0 1.4 0.0 1.4 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None Min None Min None Intersection Summary Area Type: Other Cycle Length: 143 Actuated Cycle Length: 116.9 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 2: N 7th Ave & Durston Rd/W Peach St HCM 6th Signalized Intersection Summary 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 295 83 43 165 60 52 340 28 123 515 148 Future Volume (veh/h) 123 295 83 43 165 60 52 340 28 123 515 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1841 1841 1841 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 138 331 93 48 185 67 58 382 31 138 579 166 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 4 4 4 2 2 2 3 3 3 Cap, veh/h 473 371 104 59 226 82 264 948 77 378 1133 916 Arrive On Green 0.26 0.26 0.26 0.21 0.21 0.21 0.03 0.28 0.28 0.07 0.32 0.32 Sat Flow, veh/h 1795 1410 396 279 1077 390 1781 3327 269 1767 3526 1560 Grp Volume(v), veh/h 138 0 424 300 0 0 58 203 210 138 579 166 Grp Sat Flow(s),veh/h/ln 1795 0 1806 1746 0 0 1781 1777 1819 1767 1763 1560 Q Serve(g_s), s 6.5 0.0 23.8 17.3 0.0 0.0 2.4 9.7 9.8 5.6 14.0 5.2 Cycle Q Clear(g_c), s 6.5 0.0 23.8 17.3 0.0 0.0 2.4 9.7 9.8 5.6 14.0 5.2 Prop In Lane 1.00 0.22 0.16 0.22 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 473 0 476 367 0 0 264 506 518 378 1133 916 V/C Ratio(X) 0.29 0.00 0.89 0.82 0.00 0.00 0.22 0.40 0.41 0.36 0.51 0.18 Avail Cap(c_a), veh/h 597 0 600 580 0 0 456 675 691 505 1339 1007 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.0 0.0 37.3 39.7 0.0 0.0 25.8 30.4 30.4 23.1 29.0 10.2 Incr Delay (d2), s/veh 0.3 0.0 12.5 4.0 0.0 0.0 0.2 0.5 0.5 0.2 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 12.1 7.8 0.0 0.0 1.0 4.2 4.3 2.3 5.9 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 0.0 49.9 43.7 0.0 0.0 25.9 30.9 31.0 23.3 29.4 10.3 LnGrp LOS C A D D A A C C C C C B Approach Vol, veh/h 562 300 471 883 Approach Delay, s/veh 45.3 43.7 30.3 24.8 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.5 35.0 32.7 6.6 38.9 27.1 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 * 40 35.0 15.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 7.6 11.8 25.8 4.4 16.0 19.3 Green Ext Time (p_c), s 0.0 2.4 1.9 0.0 4.5 1.4 Intersection Summary HCM 6th Ctrl Delay 33.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 360 9 4 229 1 20 0 13 1 0 20 Future Volume (vph) 5 360 9 4 229 1 20 0 13 1 0 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 15 25 25 Link Distance (ft) 908 426 306 307 Travel Time (s) 24.8 19.4 8.3 8.4 Confl. Peds. (#/hr)2 7 7 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 7% 7% 7% 0% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 360 9 4 229 1 20 0 13 1 0 20 Future Vol, veh/h 5 360 9 4 229 1 20 0 13 1 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 7 7 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 5 5 5 7 7 7 0 0 0 Mvmt Flow 6 400 10 4 254 1 22 0 14 1 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 255 0 0 410 0 0 693 680 412 694 685 257 Stage 1 - - - - - - 417 417 - 263 263 - Stage 2 - - - - - - 276 263 - 431 422 - Critical Hdwy 4.12 - - 4.15 - - 7.17 6.57 6.27 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.17 5.57 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.17 5.57 - 6.1 5.5 - Follow-up Hdwy 2.218 - - 2.245 - - 3.563 4.063 3.363 3.5 4 3.3 Pot Cap-1 Maneuver 1310 - - 1133 - - 351 367 629 360 373 787 Stage 1 - - - - - - 603 583 - 747 694 - Stage 2 - - - - - - 719 682 - 607 592 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1310 - - 1133 - - 338 363 625 347 369 786 Mov Cap-2 Maneuver - - - - - - 338 363 - 347 369 - Stage 1 - - - - - - 599 580 - 743 691 - Stage 2 - - - - - - 695 679 - 585 588 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 14.6 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 413 1310 - - 1133 - - 741 HCM Lane V/C Ratio 0.089 0.004 - - 0.004 - - 0.031 HCM Control Delay (s) 14.6 7.8 0 - 8.2 0 - 10 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 Lanes, Volumes, Timings 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 358 210 3 9 20 Future Volume (vph) 11 358 210 3 9 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 426 303 398 Travel Time (s) 11.6 8.3 10.9 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 4% 22% 22% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 358 210 3 9 20 Future Vol, veh/h 11 358 210 3 9 20 Conflicting Peds, #/hr 1 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 2 4 4 22 22 Mvmt Flow 12 402 236 3 10 22 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 240 0 - 0 665 239 Stage 1 - - - - 239 - Stage 2 - - - - 426 - Critical Hdwy 4.12 - - - 6.62 6.42 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy 2.218 - - - 3.698 3.498 Pot Cap-1 Maneuver 1327 - - - 396 753 Stage 1 - - - - 756 - Stage 2 - - - - 618 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1326 - - - 390 752 Mov Cap-2 Maneuver - - - - 390 - Stage 1 - - - - 746 - Stage 2 - - - - 617 - Approach EB WB SB HCM Control Delay, s 0.2 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1326 - - - 584 HCM Lane V/C Ratio 0.009 - - - 0.056 HCM Control Delay (s) 7.7 0 - - 11.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 Lanes, Volumes, Timings 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 179 11 4 99 39 12 Future Volume (vph) 179 11 4 99 39 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 484 371 120 Travel Time (s) 13.2 10.1 3.3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 2% 4% 4% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 179 11 4 99 39 12 Future Vol, veh/h 179 11 4 99 39 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 4 4 0 0 Mvmt Flow 192 12 4 106 42 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 204 0 312 198 Stage 1 - - - - 198 - Stage 2 - - - - 114 - Critical Hdwy - - 4.14 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.236 - 3.5 3.3 Pot Cap-1 Maneuver - - 1356 - 685 848 Stage 1 - - - - 840 - Stage 2 - - - - 916 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1356 - 683 848 Mov Cap-2 Maneuver - - - - 683 - Stage 1 - - - - 840 - Stage 2 - - - - 913 - Approach EB WB NB HCM Control Delay, s 0 0.3 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 716 - - 1356 - HCM Lane V/C Ratio 0.077 - - 0.003 - HCM Control Delay (s) 10.4 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - Lanes, Volumes, Timings 6: N 3rd Ave & Ivan Dr 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 1 0 49 29 2 Future Volume (vph) 5 1 0 49 29 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 311 130 120 Travel Time (s) 8.5 3.5 3.3 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.55 0.55 0.55 0.55 0.55 0.55 Heavy Vehicles (%) 0% 0% 8% 8% 22% 22% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 6: N 3rd Ave & Ivan Dr 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 0 49 29 2 Future Vol, veh/h 5 1 0 49 29 2 Conflicting Peds, #/hr 1 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 55 55 55 55 55 55 Heavy Vehicles, % 0 0 8 8 22 22 Mvmt Flow 9 2 0 89 53 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 146 56 58 0 - 0 Stage 1 56 - - - - - Stage 2 90 - - - - - Critical Hdwy 6.4 6.2 4.18 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.272 - - - Pot Cap-1 Maneuver 851 1016 1509 - - - Stage 1 972 - - - - - Stage 2 939 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 849 1015 1508 - - - Mov Cap-2 Maneuver 849 - - - - - Stage 1 971 - - - - - Stage 2 938 - - - - - Approach EB NB SB HCM Control Delay, s 9.2 0 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1508 - 873 - - HCM Lane V/C Ratio - - 0.012 - - HCM Control Delay (s) 0 - 9.2 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes, Volumes, Timings 7: N 3rd Ave & Site Access 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 17 4 1 32 25 5 Future Volume (vph) 17 4 1 32 25 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 312 468 130 Travel Time (s) 8.5 12.8 3.5 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 8% 8% 22% 22% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 7: N 3rd Ave & Site Access 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 4 1 32 25 5 Future Vol, veh/h 17 4 1 32 25 5 Conflicting Peds, #/hr 0 0 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 8 8 22 22 Mvmt Flow 18 4 1 35 27 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 68 31 33 0 - 0 Stage 1 31 - - - - - Stage 2 37 - - - - - Critical Hdwy 6.4 6.2 4.18 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.272 - - - Pot Cap-1 Maneuver 942 1049 1541 - - - Stage 1 997 - - - - - Stage 2 991 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 939 1048 1540 - - - Mov Cap-2 Maneuver 939 - - - - - Stage 1 995 - - - - - Stage 2 990 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1540 - 958 - - HCM Lane V/C Ratio 0.001 - 0.024 - - HCM Control Delay (s) 7.3 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Lanes, Volumes, Timings 8: N 3rd Ave & Site Access/W Cottonwood St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 0 5 2 0 2 1 13 1 0 25 5 Future Volume (vph) 17 0 5 2 0 2 1 13 1 0 25 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 15 25 25 Link Distance (ft) 303 347 398 468 Travel Time (s) 8.3 15.8 10.9 12.8 Confl. Peds. (#/hr) 3 3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 21% 21% 21% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 8: N 3rd Ave & Site Access/W Cottonwood St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - AM Peak Hour Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 0 5 2 0 2 1 13 1 0 25 5 Future Vol, veh/h 17 0 5 2 0 2 1 13 1 0 25 5 Conflicting Peds, #/hr 0 0 3 3 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 21 21 21 Mvmt Flow 21 0 6 3 0 3 1 16 1 0 31 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 54 53 37 59 56 17 37 0 0 17 0 0 Stage 1 34 34 - 19 19 - - - - - - - Stage 2 20 19 - 40 37 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.31 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.389 - - Pot Cap-1 Maneuver 949 842 1041 942 839 1068 1587 - - 1485 - - Stage 1 987 871 - 1005 884 - - - - - - - Stage 2 1004 884 - 980 868 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 946 841 1038 933 838 1068 1587 - - 1485 - - Mov Cap-2 Maneuver 946 841 - 933 838 - - - - - - - Stage 1 986 871 - 1004 883 - - - - - - - Stage 2 1001 883 - 971 868 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.8 8.6 0.5 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1587 - - 965 996 1485 - - HCM Lane V/C Ratio 0.001 - - 0.028 0.005 - - - HCM Control Delay (s) 7.3 0 - 8.8 8.6 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - Transportation Impact AnalysisN 3rd Apartments 2025 With Project Weekday PM Peak Hour Lanes, Volumes, Timings 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 108 169 934 70 143 731 Future Volume (vph) 108 169 934 70 143 731 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 100 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 25 35 35 Link Distance (ft) 581 282 688 Travel Time (s) 15.8 5.5 13.4 Confl. Peds. (#/hr) 4 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 2 6 Detector Phase 4 4 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 20.0 20.0 5.0 20.0 Minimum Split (s) 34.0 34.0 25.4 25.4 8.0 25.4 Total Split (s) 44.0 44.0 66.0 66.0 20.0 86.0 Total Split (%) 33.8% 33.8% 50.8% 50.8% 15.4% 66.2% Yellow Time (s) 3.0 3.0 3.6 3.6 3.0 3.6 All-Red Time (s) 2.0 2.0 1.8 1.8 0.0 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.4 5.4 3.0 5.4 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 111 (85%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: N 7th Ave & W Tamarack St HCM 6th Signalized Intersection Summary 1: N 7th Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 108 169 934 70 143 731 Future Volume (veh/h) 108 169 934 70 143 731 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1885 Adj Flow Rate, veh/h 116 182 1004 75 154 786 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 1 1 1 1 Cap, veh/h 241 214 2599 1158 450 2819 Arrive On Green 0.13 0.13 0.73 0.73 0.04 0.79 Sat Flow, veh/h 1810 1610 3676 1597 1795 3676 Grp Volume(v), veh/h 116 182 1004 75 154 786 Grp Sat Flow(s),veh/h/ln 1810 1610 1791 1597 1795 1791 Q Serve(g_s), s 7.7 14.4 13.9 1.8 2.7 7.8 Cycle Q Clear(g_c), s 7.7 14.4 13.9 1.8 2.7 7.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 241 214 2599 1158 450 2819 V/C Ratio(X) 0.48 0.85 0.39 0.06 0.34 0.28 Avail Cap(c_a), veh/h 543 483 2599 1158 616 2819 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 55.1 6.8 5.1 4.8 3.8 Incr Delay (d2), s/veh 1.5 9.1 0.4 0.1 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 6.4 4.9 0.6 0.9 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.7 64.1 7.2 5.2 5.3 3.8 LnGrp LOS D E A A A A Approach Vol, veh/h 298 1079 940 Approach Delay, s/veh 60.1 7.1 4.1 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 8.0 99.7 22.3 107.7 Change Period (Y+Rc), s 3.0 * 5.4 5.0 * 5.4 Max Green Setting (Gmax), s 17.0 * 61 39.0 * 81 Max Q Clear Time (g_c+I1), s 4.7 15.9 16.4 9.8 Green Ext Time (p_c), s 0.3 9.2 0.9 6.4 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 189 272 67 38 267 65 91 612 41 98 503 205 Future Volume (vph) 189 272 67 38 267 65 91 612 41 98 503 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 50 0 50 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 516 908 455 575 Travel Time (s) 14.1 24.8 8.9 11.2 Confl. Peds. (#/hr) 5 15 15 5 14 11 11 14 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1% Shared Lane Traffic (%) 10% Turn Type Split NA Split NA pm+pt NA pm+pt NA pm+ov Protected Phases 4 4 8 8 5 2 1 6 4 Permitted Phases 2 6 6 Detector Phase 4 4 8 8 5 2 1 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 30.0 4.0 30.0 6.0 Minimum Split (s) 33.0 33.0 33.0 33.0 7.0 35.0 7.0 35.0 33.0 Total Split (s) 40.0 40.0 40.0 40.0 18.0 45.0 18.0 45.0 40.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 12.6% 31.5% 12.6% 31.5% 28.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.6 3.0 3.6 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.0 1.4 0.0 1.4 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None Min None Min None Intersection Summary Area Type: Other Cycle Length: 143 Actuated Cycle Length: 125.8 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 2: N 7th Ave & Durston Rd/W Peach St HCM 6th Signalized Intersection Summary 2: N 7th Ave & Durston Rd/W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 272 67 38 267 65 91 612 41 98 503 205 Future Volume (veh/h) 189 272 67 38 267 65 91 612 41 98 503 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1885 1885 1885 Adj Flow Rate, veh/h 212 306 75 43 300 73 102 688 46 110 565 230 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 1 1 1 Cap, veh/h 435 353 87 48 334 81 266 933 62 240 1003 823 Arrive On Green 0.24 0.24 0.24 0.26 0.26 0.26 0.06 0.28 0.28 0.06 0.28 0.28 Sat Flow, veh/h 1795 1456 357 187 1307 318 1781 3374 225 1795 3582 1558 Grp Volume(v), veh/h 212 0 381 416 0 0 102 362 372 110 565 230 Grp Sat Flow(s),veh/h/ln 1795 0 1813 1812 0 0 1781 1777 1823 1795 1791 1558 Q Serve(g_s), s 11.0 0.0 21.9 24.1 0.0 0.0 4.4 20.1 20.1 4.7 14.6 9.0 Cycle Q Clear(g_c), s 11.0 0.0 21.9 24.1 0.0 0.0 4.4 20.1 20.1 4.7 14.6 9.0 Prop In Lane 1.00 0.20 0.10 0.18 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 435 0 440 463 0 0 266 491 504 240 1003 823 V/C Ratio(X) 0.49 0.00 0.87 0.90 0.00 0.00 0.38 0.74 0.74 0.46 0.56 0.28 Avail Cap(c_a), veh/h 579 0 585 585 0 0 412 655 672 381 1321 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.3 0.0 39.4 39.0 0.0 0.0 26.7 35.6 35.7 27.6 33.4 14.5 Incr Delay (d2), s/veh 0.6 0.0 9.5 13.8 0.0 0.0 0.3 3.0 2.9 0.5 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 10.9 12.4 0.0 0.0 1.9 8.9 9.1 2.0 6.3 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.9 0.0 48.9 52.8 0.0 0.0 27.0 38.6 38.6 28.2 33.9 14.7 LnGrp LOS D A D D A A C D D C C B Approach Vol, veh/h 593 416 836 905 Approach Delay, s/veh 44.3 52.8 37.2 28.3 Approach LOS D D D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 35.0 31.3 9.1 35.4 32.7 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 * 40 35.0 15.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 6.7 22.1 23.9 6.4 16.6 26.1 Green Ext Time (p_c), s 0.0 4.2 2.0 0.0 4.7 1.5 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Lanes, Volumes, Timings 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 338 6 4 345 3 7 1 3 1 0 9 Future Volume (vph) 15 338 6 4 345 3 7 1 3 1 0 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 25 25 Link Distance (ft) 908 426 306 307 Travel Time (s) 20.6 9.7 8.3 8.4 Confl. Peds. (#/hr) 1 1 6 2 2 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 3: N 4th Ave & W Peach St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 338 6 4 345 3 7 1 3 1 0 9 Future Vol, veh/h 15 338 6 4 345 3 7 1 3 1 0 9 Conflicting Peds, #/hr 0 0 1 1 0 0 6 0 2 2 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 1 1 1 1 1 1 0 0 0 0 0 0 Mvmt Flow 15 348 6 4 356 3 7 1 3 1 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 359 0 0 355 0 0 758 749 354 751 751 364 Stage 1 - - - - - - 382 382 - 366 366 - Stage 2 - - - - - - 376 367 - 385 385 - Critical Hdwy 4.11 - - 4.11 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.209 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1205 - - 1209 - - 326 343 694 330 342 685 Stage 1 - - - - - - 645 616 - 657 626 - Stage 2 - - - - - - 649 626 - 642 614 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1205 - - 1208 - - 315 336 692 322 335 681 Mov Cap-2 Maneuver - - - - - - 315 336 - 322 335 - Stage 1 - - - - - - 634 606 - 646 623 - Stage 2 - - - - - - 634 623 - 627 604 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 15 11 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 372 1205 - - 1208 - - 613 HCM Lane V/C Ratio 0.03 0.013 - - 0.003 - - 0.017 HCM Control Delay (s) 15 8 0 - 8 0 - 11 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Lanes, Volumes, Timings 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 19 334 340 8 5 15 Future Volume (vph) 19 334 340 8 5 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 426 303 398 Travel Time (s) 11.6 8.3 10.9 Confl. Peds. (#/hr) 2 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 1% 1% 0% 0% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 4: W Peach St & N 3rd Ave 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 334 340 8 5 15 Future Vol, veh/h 19 334 340 8 5 15 Conflicting Peds, #/hr 2 0 0 2 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 2 1 1 0 0 Mvmt Flow 20 348 354 8 5 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 364 0 - 0 748 362 Stage 1 - - - - 360 - Stage 2 - - - - 388 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 1195 - - - 383 687 Stage 1 - - - - 710 - Stage 2 - - - - 690 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1193 - - - 373 684 Mov Cap-2 Maneuver - - - - 373 - Stage 1 - - - - 694 - Stage 2 - - - - 689 - Approach EB WB SB HCM Control Delay, s 0.4 0 11.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1193 - - - 566 HCM Lane V/C Ratio 0.017 - - - 0.037 HCM Control Delay (s) 8.1 0 - - 11.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 Lanes, Volumes, Timings 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 118 30 11 184 32 7 Future Volume (vph) 118 30 11 184 32 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 484 371 120 Travel Time (s) 13.2 10.1 3.3 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 3% 3% 1% 1% 6% 6% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 5: N 3rd Ave & W Tamarack St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 118 30 11 184 32 7 Future Vol, veh/h 118 30 11 184 32 7 Conflicting Peds, #/hr 0 1 1 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 3 3 1 1 6 6 Mvmt Flow 134 34 13 209 36 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 169 0 387 152 Stage 1 - - - - 152 - Stage 2 - - - - 235 - Critical Hdwy - - 4.11 - 6.46 6.26 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.209 - 3.554 3.354 Pot Cap-1 Maneuver - - 1415 - 609 884 Stage 1 - - - - 866 - Stage 2 - - - - 795 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1414 - 602 883 Mov Cap-2 Maneuver - - - - 602 - Stage 1 - - - - 865 - Stage 2 - - - - 787 - Approach EB WB NB HCM Control Delay, s 0 0.4 11.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 638 - - 1414 - HCM Lane V/C Ratio 0.069 - - 0.009 - HCM Control Delay (s) 11.1 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - Lanes, Volumes, Timings 6: N 3rd Ave & Ivan Dr 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 2 2 2 38 40 5 Future Volume (vph) 2 2 2 38 40 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (ft) 311 130 120 Travel Time (s) 8.5 3.0 2.7 Confl. Peds. (#/hr) 2 Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles (%) 0% 0% 5% 5% 0% 0% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 6: N 3rd Ave & Ivan Dr 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 2 2 38 40 5 Future Vol, veh/h 2 2 2 38 40 5 Conflicting Peds, #/hr 2 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 67 67 67 67 67 67 Heavy Vehicles, % 0 0 5 5 0 0 Mvmt Flow 3 3 3 57 60 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 129 64 67 0 - 0 Stage 1 64 - - - - - Stage 2 65 - - - - - Critical Hdwy 6.4 6.2 4.15 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.245 - - - Pot Cap-1 Maneuver 870 1006 1516 - - - Stage 1 964 - - - - - Stage 2 963 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 868 1006 1516 - - - Mov Cap-2 Maneuver 868 - - - - - Stage 1 962 - - - - - Stage 2 963 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1516 - 932 - - HCM Lane V/C Ratio 0.002 - 0.006 - - HCM Control Delay (s) 7.4 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes, Volumes, Timings 7: N 3rd Ave & Site Access 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 9 2 3 31 29 14 Future Volume (vph) 9 2 3 31 29 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 30 30 Link Distance (ft) 312 468 130 Travel Time (s) 8.5 10.6 3.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 5% 5% 0% 0% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 7: N 3rd Ave & Site Access 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 2 3 31 29 14 Future Vol, veh/h 9 2 3 31 29 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 5 5 0 0 Mvmt Flow 10 2 3 34 32 15 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 80 40 47 0 - 0 Stage 1 40 - - - - - Stage 2 40 - - - - - Critical Hdwy 6.4 6.2 4.15 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.245 - - - Pot Cap-1 Maneuver 927 1037 1541 - - - Stage 1 988 - - - - - Stage 2 988 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 925 1037 1541 - - - Mov Cap-2 Maneuver 925 - - - - - Stage 1 986 - - - - - Stage 2 988 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1541 - 944 - - HCM Lane V/C Ratio 0.002 - 0.013 - - HCM Control Delay (s) 7.3 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Lanes, Volumes, Timings 8: N 3rd Ave & Site Access/W Cottonwood St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 0 2 2 0 3 4 21 3 1 17 14 Future Volume (vph) 9 0 2 2 0 3 4 21 3 1 17 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 15 30 30 Link Distance (ft) 303 347 398 468 Travel Time (s) 8.3 15.8 9.0 10.6 Confl. Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 5% 5% 5% 0% 0% 0% Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 8: N 3rd Ave & Site Access/W Cottonwood St 12/21/2022 DevCo N 3rd Apartments Synchro 11 Report 2025 With Project - PM Peak Hour Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 0 2 2 0 3 4 21 3 1 17 14 Future Vol, veh/h 9 0 2 2 0 3 4 21 3 1 17 14 Conflicting Peds, #/hr 0 0 1 1 0 0 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 59 59 59 59 59 59 59 59 59 59 59 59 Heavy Vehicles, % 0 0 0 0 0 0 5 5 5 0 0 0 Mvmt Flow 15 0 3 3 0 5 7 36 5 2 29 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 101 102 43 102 112 40 54 0 0 42 0 0 Stage 1 46 46 - 54 54 - - - - - - - Stage 2 55 56 - 48 58 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.15 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.245 - - 2.2 - - Pot Cap-1 Maneuver 885 792 1033 884 782 1037 1532 - - 1580 - - Stage 1 973 861 - 963 854 - - - - - - - Stage 2 962 852 - 971 851 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 876 786 1031 875 776 1036 1531 - - 1578 - - Mov Cap-2 Maneuver 876 786 - 875 776 - - - - - - - Stage 1 967 859 - 957 849 - - - - - - - Stage 2 952 847 - 966 849 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.1 8.8 1.1 0.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1531 - - 901 965 1578 - - HCM Lane V/C Ratio 0.004 - - 0.021 0.009 0.001 - - HCM Control Delay (s) 7.4 0 - 9.1 8.8 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - Transportation Impact AnalysisN 3rd Apartments Appendix D Trip Generation Calculations ITE Land Use Units 1 LUC 2 In Out In Out Total DAILY Proposed Use: Multifamily Housing (Mid-Rise)216 DU 221 T = 4.77(x) - 46.46 50%50%492 492 984 New Daily Trips = 492 492 984 AM PEAK HOUR Proposed Use: Multifamily Housing (Mid-Rise)216 DU 221 T = 0.44(x) - 11.61 23%77%19 64 83 New AM Peak Hour Trips = 19 64 83 PM PEAK HOUR Proposed Use: Multifamily Housing (Mid-Rise)216 DU 221 T = 0.39(X) + 0.34 61%39%52 33 85 New PM Peak Hour Trips = 52 33 85 Notes: 1 DU = Dwelling Units. 2 Based on Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. DevCo N 3rd Apartments Weekday Trip Generation Summary Trip Rate or Equation 2 Directional Distribution Trips Generated 12/21/2022