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Home My WebLink About11 Traffic Impact Study THE GUTHRIE TRAFFIC IMPACT STUDY 23509 Andrew Gault HomeBase Partners 111 West Lamme Street, Suite 101 Bozeman, MT 59715 September 2024 The Guthrie TIS Update i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 5 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 5 Crash History .................................................................................................................................... 7 TRIP GENERATION .................................................................................................................................. 9 TRIP DISTRIBUTION ............................................................................................................................... 10 TRAFFIC ASSIGNMENT .......................................................................................................................... 10 TRAFFIC IMPACTS ................................................................................................................................. 10 Traffic Volumes................................................................................................................................ 10 Intersection Capacity ....................................................................................................................... 10 Mitigation Alternatives ..................................................................................................................... 13 Traffic Calming ................................................................................................................................ 13 Access Spacing ................................................................................................................................ 14 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 14 Conclusions .................................................................................................................................... 14 Recommendations ........................................................................................................................... 15 APPENDICES APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) APPENDIX C – CAPACITY CALCULATIONS – DESIGN YEAR (2038) APPENDIX D – ACCESS SPACING MEMORANDUM LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 7 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 8 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................... 9 The Guthrie TIS Update ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE PLAN .............................................................................................................................. 3 FIGURE 3: STREET & INTERSECTION CHARACTERISTICS ........................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2023) TRAFFIC VOLUMES ................................................................. 6 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 11 FIGURE 6: DESIGN YEAR (2038) TRAFFIC PROJECTIONS ........................................................................ 12 The Guthrie TIS Update 1 INTRODUCTION This traffic impact study (TIS) update assesses the traffic-related impacts associated with the revised site layout for The Guthrie development in Bozeman, Montana. A TIS was previously submitted for The Guthrie in November of 2023 with 111 proposed dwelling units. A trip generation addendum was then completed and submitted in January of 2024 and a traffic calming addendum was completed in April of 2024. On July 10, 2024 The Guthrie development was denied by the Bozeman City Commission. This report will evaluate an updated site plan for The Guthrie that has been reduced to 91 dwelling units, which is a 18 percent decrease from the original TIS. The report will assess traffic impacts on the surrounding transportation system and provide recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgement and these principals. SITE LOCATION & DESCRIPTION The Guthrie site is located on the southwest corner of the intersection of North 5th Avenue and West Villard Steet. It is bordered by the Sapphire Hotel to the west and residential buildings to the south. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The Guthrie development proposes construction of a multi-story residential building with a revised site layout of 91 affordable housing units. The building is also expected to provide a lobby area and onsite services such as a laundry room and communal lounge. On-site parking is provided south of the building. Access to the site will be provided via a full movement access on North 5th Avenue. Figure 2 on page three shows the site plan for the ground level of the development. EXISTING CONDITIONS Streets Figure 3 on page four shows the Montana Department of Transportation (MDT) street classifications and speed limits on study area streets. Additional study area street conditions are described below. North 7th Avenue has a four-lane section with two (2) travel lanes in each direction south of West Beall Street and a five-lane section with turn lanes, median, and parallel parking north of West Beall Street. West Mendenhall Street is a westbound one-way street with two (2) travel lanes and parallel parking on both sides. All other streets generally have a two-lane section with parallel parking on both sides. There is curb and gutter on all study area streets. The Guthrie TIS Update 2 Figure 1: Study Area The Guthrie TIS Update 3 Figure 2: Site Plan The Guthrie TIS Update 4 Figure 3: Street & Intersection Characteristics The Guthrie TIS Update 5 Intersections Figure 3 on page four also shows the traffic control utilized at each study area intersection. The intersections included in this study were determined by the City Transportation Engineer during an informal project review meeting. Additional characteristics of study area intersections are described below. The North 7th Avenue/West Villard Street intersection has an auxiliary left-turn lane on the northbound approach and shared thru/left-turn and dedicated right-turn lanes on the eastbound and westbound approaches. The remaining study intersections have no auxiliary turn lanes. Bicycle/Pedestrian Facilities West Lamme Street and West Mendenhall Street are signed as dedicated bike routes, although there are no dedicated bicycle facilities on either street. There is sidewalk along all streets in the study area except for West Beall Street west of North 7th Avenue. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected on Thursday, November 2, 2023 in support of the original traffic study. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday peak hour periods were found to occur from 7:45 to 8:45 AM and 4:30 to 5:30 PM. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2023) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Intersection Capacity Intersection capacity calculations for the Existing Conditions (2023) scenario were performed using PTV, Vistro 2023, which is based on the Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). Level of Service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed, travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is generally considered the minimum acceptable performance level for planning and design purposes, though exceptions are made in certain cases. The results of the Existing Conditions (2023) intersection capacity calculations showed that all study area intersections operate at LOS C or better during the AM and PM peak hours, except for the intersections of West Villard Street and West Beall Street with North 7th Avenue which are expected to operate at LOS D on the minor approaches during the PM peak hour. Projected 95th percentile queuing is minimal at all intersections with one (1) vehicle being the largest queue. Figure 4 on the following page also shows the Existing Conditions (2023) LOS results at each intersection. A detailed capacity summary table and capacity calculation worksheets for each of the study area intersections can be found in Appendix B. The Guthrie TIS Update 6 Figure 4: Existing Conditions (2023) Traffic Volumes The Guthrie TIS Update 7 Crash History Historical crash data was obtained from MDT for the five-year period from January 1, 2018 through December 31, 2022. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. It should be noted that the intersections of North 5th Avenue/West Short Street, North 3rd Avenue/West Villard Street, North 5th Avenue/West Beall Street, and North 3rd Avenue/West Beall Street had no reported crashes. Tables 1 and 2 on pages seven and eight, respectively, illustrate the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2023 peak hour traffic counts and published historical ADT volumes from the MDT website. Crash rates for the study area intersections ranged from 0.00 crashes/MVE to 0.44 crashes/MVE. As a means of evaluating the historical crash frequency rates, Sanderson Stewart calculated expected rates using the predictive crash rate formulas in the American Association of State Highway Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions such as lane configurations and traffic control. The calculations result in a crashes-per-year prediction. Sanderson Stewart then back-calculated a frequency rate on the basis of MVE for the sake of comparison with the actual historical crash rate. The results of the HSM comparison calculations for this study show that the historical crash rates are approximately equal to or lower than the predicted crash rates for all study area intersections. The HSM rate predictions and five-year crash totals for each intersection are summarized in Table 1 below. Severity index was also calculated for each study intersection. The severity index gives an indication of relative crash severity for a location based on the number of fatal, injury, and property damage only (PDO) crashes. The highest severity index was 3.00 at the North 5th Avenue/West Lamme Street intersection, which is elevated due to the only reported crash resulting in an injury. Severity index values are considered to be low at the remaining intersections with reported crashes. Severity index calculation results are also shown in Table 1 above. Table 1: Crash History – Frequency and Severity Statistics PDO Injury Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Severity Index Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) N 5th Ave & W Short St 813 0 0 0 0 0.00 0.00 0.00 0.07 0.24 N 7th Ave & W Villard St 15735 5 4 1 0 1.00 0.17 1.40 1.10 0.19 N 5th Ave & W Villard St 1245 1 1 0 0 0.20 0.44 1.00 0.26 0.57 N 3rd Ave & W Villard St 841 0 0 0 0 0.00 0.00 0.00 0.16 0.52 N 7th Ave & W Beall St 15368 2 2 0 0 0.40 0.07 1.00 2.22 0.40 N 5th Ave & W Beall St 1052 0 0 0 0 0.00 0.00 0.00 0.19 0.49 N 3rd Ave & W Beall St 858 0 0 0 0 0.00 0.00 0.00 0.18 0.57 N 5th Ave & W Lamme St 1688 1 0 1 0 0.20 0.32 3.00 0.31 0.50 N 5th Ave & W Mendenhall St 6516 3 3 0 0 0.60 0.25 1.00 1.02 0.43 1 Daily Entering Volume (DEV) estimated from 2023 peak hour counts and 2018-2022 MDT published ADTs 2 Crashes reported from January 1, 2018 to December 31, 2022 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology HSM Predictions⁴ Intersection Crash Data3Crash Type 2018-2022 DEV1 Reported Crashes2 The Guthrie TIS Update 8 Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis. Two (2) of three (3) crashes (67 percent) at the North 5th Avenue/West Mendenhall Street intersection were due to right-angle collisions. Right-angle crashes typically occur at unsignalized intersections when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers incorrectly detecting speeds of approaching vehicles, and/or high speeds on the main roadway. Both crashes occurred during the day with dry roads, and one involved a northbound medium/heavy truck colliding with a westbound vehicle while the other involved southbound and westbound vehicles. The right-angle collision at the North 7th Avenue/West Villard Street intersection involved eastbound and southbound thru vehicles colliding. Several changes were made at this intersection sometime in 2020, including removal of a tree obstructing sight distance on the southwest corner, removal of a southbound left-turn lane to install a pedestrian RRFB system in the new widened median, and striping shared left- turn/thru and separate right-turn lanes on the east and west legs. However, the reported right-angle crash occurred in 2022. There are no other obvious sight distance obstructions at either intersection with reported right-angle crashes. Rear end crashes were reported at three (3) study intersections, two (2) of which involved northbound vehicles along North 7th Avenue and the other involved westbound vehicles on West Mendenhall Street. Rear end crashes typically occur at stop-controlled intersections due to slowing turning vehicles on the major road or vehicles beginning to enter the intersection from the minor road and stopping due to conflicting vehicles, pedestrians, or bicycles, with following vehicles then hitting the lead vehicle. All three (3) reported rear end crashes occurred on the major road, signaling that they may have been due to vehicles turning from a shared lane. It is also possible that the crashes were due to queued traffic from nearby traffic signals. Three (3) fixed object crashes also occurred in the study area. Two (2) involved snowy or icy roads and the third involved an impaired driver hitting a parked car at night. No other crash trends were noted in the study area. It is important to note that all of the previous evaluations are speculative, and more detailed information about individual crashes would be needed to determine exact causes for each collision. Table 2: Crash History – Collision Type Rear End Right Angle LT, OD Fixed Object Pedestrian Other Total N 5th Ave & W Short St 0 N 7th Ave & W Villard St 1 1 1 1 1 5 N 5th Ave & W Villard St 1 1 N 3rd Ave & W Villard St 0 N 7th Ave & W Beall St 1 1 2 N 5th Ave & W Beall St 0 N 3rd Ave & W Beall St 0 N 5th Ave & W Lamme St 1 1 N 5th Ave & W Mendenhall St 1 2 3 Collision Type The Guthrie TIS Update 9 TRIP GENERATION This study utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source for determining trip generation projections. These projections are used to analyze the impacts of a new development on the surrounding area. For the purposes of this study, Affordable Housing (Land Use Code 223) in the General Urban/Suburban setting was utilized to project trip generation for The Guthrie development based on information provided by the development team. The site was previously occupied by Bridger Health and Rehabilitation Center until it closed in 2022. This living assistance land use would have generated approximately 75% of the proposed Guthrie development net external trips. Table 3 below illustrates the results of the trip generation calculations for this site. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the site, adjustments are often made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are trips that do not have origins or destinations external to a project site. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange and were therefore not calculated for this study. Pass-by trips are trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to the site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were therefore also not calculated for this study. A portion of the external trips generated by The Guthrie development are expected to be made by alternate modes (walking, biking, and transit), thereby reducing vehicular trips generated. There are bike lanes and sidewalks accessing the site from all directions. A reduction of 18 percent for multimodal commuting was applied to the gross trips to determine total new external vehicle trips. This reduction was determined by totaling percentages of commuters using public transportation, walking, and other modes which is summarized in Table 2.3 in the 2017 Bozeman Transportation Master Plan. At full buildout, The Guthrie development is projected to generate 360 net new average weekday trips, with 39 trips (11 entering/28 exiting) generated during the AM peak hour and 35 trips (21 entering/14 exiting) generated during the PM Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Affordable Housing1 91 Dwelling Units 438 219 219 46 13 33 42 25 17 78 39 39 7 2 5 7 4 3 360 180 180 39 11 28 35 21 14 (1)Affordable Housing - Land Use 223*Units = Dwelling Units Average Weekday:Average Rate = 4.81 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.50 (29% entering/71% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.46 (59% entering/41% exiting) *Trip Generation, 11th Edition , Institute of Transportation Engineers, 2021 **Bozeman Transportation Master Plan, Table 2.3 , City of Bozeman, 2017 PM Peak Hour Land Use Independent Variable Average Weekday AM Peak Hour Multimodal Reduction (18%)** Total New Gross Trips The Guthrie TIS Update 10 peak hour. The revised site plan is projected to generate 18 percent fewer trips than were projected in the TIS addendum completed in January of 2024. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes, and/or simple inspection of existing traffic patterns within the project area. For this study, distribution percentages were calculated based on existing volumes collected for this study. Figure 5 on page 11 presents the calculated trip distribution scheme for the Future (2038) scenario. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, the site-generated trips for The Guthrie development were assigned to the study area street network for the purposes of projecting future traffic volumes for analysis. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes For the purposes of projecting future volumes for this analysis, a 15-year Future (2038) horizon was evaluated. Buildout and occupancy of The Guthrie site is anticipated to occur by mid-2026 based on information provided by the client. In addition to site-generated trips, background traffic volumes are also expected to increase for study area streets and intersections due to general growth in the Bozeman area. To account for that growth, projected volume conditions from the Bozeman TMP and historical MDT traffic data over the past 10 years was analyzed. It was seen that the traffic volumes have fluctuated widely over the past 10 years, with positive and negative growth rates dependent on the year. An annual growth rate of two (2.0) percent was selected to model ambient growth based on, projections calculated for the Bozeman TMP, historical MDT traffic data and growth rates. Future (2038) traffic projections for The Guthrie development were then calculated by combining existing traffic volumes with anticipated background growth and site-generated traffic assignments. Figure 6 on page 12 illustrates the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Future (2038) scenario based on the AM and PM peak hour traffic volume projections presented in Figure 6 on page 12. Peak hour factors (PHFs) for the design year were assumed to be 0.92 for all intersections per HCM guidelines and common industry practice for future scenarios. The assumed values were utilized to not overestimate future congestion in the study area. Figure 6 also shows the Future (2038) LOS results at each intersection. The Guthrie TIS Update 11 Figure 5: Trip Distribution & Traffic Assignment Summary The Guthrie TIS Update 12 Figure 6: Design Year (2038) Traffic Projections The Guthrie TIS Update 13 The Future (2038) capacity calculation results were very similar to the Existing Conditions (2023) results, with all intersections and approaches projected to continue to operate at LOS C or better during both peak hours with the exception of the intersections of West Villard Street and West Beall Street with North 7th Avenue, which are expected to operate at LOS D or worse on the minor legs (local streets) during both peak hours. The intersection averaged and major arterial approaches continue to operate at LOS A during both peak hours. The site access on North 5th Avenue is expected to operate at LOS A during the AM and PM peak hours. Projected 95th percentile queuing is expected to be minor with a maximum queue of three (3) vehicles on the east leg of the intersection of West Villard Street and West Beall Street with North 7th Avenue, as well as the west leg of the intersection of West Villard Street and North 7th Avenue. A detailed intersection capacity summary table and capacity calculation worksheets for the Future (2038) scenario are included in Appendix C. Mitigation Alternatives A variety of potential mitigation improvement options were evaluated to address existing concerns and/or projected impacts for study area streets and intersections. The Bozeman Municipal Code (BMC) Section 38.400.060(B)(4) requires all arterial and collector street approaches and intersections operate at a minimum of LOS C for a 15-year design horizon. The following sections provide details on that analysis. Intersection Improvements The intersections of North 7th Avenue/West Villard Street and North 7th Avenue/West Beall Street are anticipated to operate at substandard LOS on the east and west legs (local streets) during the AM and PM peak hours. The addition of a dedicated left-turn lane on West Villard Street and right and left-turn lanes on West Beall Street are not expected to result in a significant capacity improvement. The installation of a two-way left-turn lane (TWLTL) on North 7th Avenue would have a larger improvement in delay by permitting two-staged left-turns from the minor legs. This would require major reconstruction to North 7th Avenue and is not an easily feasible solution. It is likely that when volumes are high on North 7th Avenue during the AM and PM peak hours, vehicles attempting to make a left-turn from the minor legs will reroute to a signalized intersection if excessive delay is experienced. Restrictions to West Villard Street and West Beall Street minor legs could also be considered in the future to improve minor leg operations; however, this change would greatly impact the connectivity of the neighborhoods. Minor leg volumes at both deficient intersections are low and would not warrant the installation of a signal unless a safety concern arises in the future. With the arterial approaches and intersection averaged LOS values at acceptable levels with existing traffic control/geometry, no notable crash trends at the intersections, and minor capacity improvements with major improvements/access restrictions to North 7th Avenue, no changes to the local street approaches at the reviewed intersections are recommended. Traffic Calming When local streets experience greater than 1,000 ADT, traffic calming measures should be considered to regulate vehicle traffic speeds and to ensure pedestrian safety based on discussions with the City Transportation Engineer and City of Bozeman local street examples. The Federal Highway Administration (FHWA) Traffic Calming ePrimer provides a toolbox of traffic calming measures to consider based on roadway characteristics, desired outcomes, and sustainability. These traffic calming measures should be reviewed for the appropriate application based on several factors including speed limits, traffic volumes, emergency routes, transit, maintenance, grade, etc. The Guthrie TIS Update 14 As noted in The Guthrie TIS, November 2023, traffic data was collected on Thursday, November 2, 2023. Daily traffic volumes (ADTs) were monitored and found to be on North 5th Avenue from 450 to 500 daily vehicles, along West Villard Street from 600 to 750 daily vehicles, and along West Beall Street from 500 to 550 daily vehicles. The 360 proposed daily new external Guthrie vehicle trips were then applied to the network based on the TIS distribution. Finally, a 2-percent ambient background growth for 15-years was added to the volumes to develop the Design Year (2038) Traffic Projections. Daily traffic volumes are estimated in 2038 to be 700 – 970 daily vehicles on 5th Avenue, 830 – 1,130 daily vehicles on West Villard Street, and 690 – 830 daily vehicles on West Beall Street. The 2017 Bozeman Transportation Master Plan notes the Theoretical Roadway Capacity of a 2-lane roadway to be 12,000 daily vehicles. Reaching the capacity of a roadway section would best be defined as complete gridlock. Figures 4 and 6 on pages six and 12 describe the Existing (2023) and Design Year (2038) traffic volumes, respectively. Based on the local characteristics and the challenge of both reducing vehicle speeds and providing safe pedestrian facilities, a traffic circle should be considered at the North 5th Avenue and West Villard Street intersection based on the FHWA toolbox. This recommended improvement should be designed to allow mountable outer curb with a raised inner circle and designed to accommodate local traffic, school buses, City maintenance vehicles, and firetrucks. This traffic calming alternative will assist with reducing existing vehicle travel speeds and will maintain safety for pedestrians that are already on the network, as well as assist with future Guthrie trip generation and the surrounding growth. Access Spacing One (1) full movement access is proposed on the west side of North 5th Street for The Guthrie development. This access is approximately 25-feet south of the closest existing access on North 5th Street, which is within the minimum spacing recommendation of 40-feet. The Bozeman City Uniform Development Code (UDC) (Section 38.400.090) provides guidance for minimum access spacing distances. Based on City of Bozeman spacing requirements for site access the proposed site access to The Guthrie site and the nearest existing alley access on North 5th Avenue are not spaced adequately. An access deviation is therefore requested per the UDC, Section 38.400.090.H and summarized in a memorandum in Appendix D. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the revised layout for The Guthrie development will generate a minimal volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 360 total net new external vehicle trips could be generated daily, which is 18 percent less than the daily trip projection calculated in the January 2024 addendum to the original Guthrie report. The development plan proposes construction of a multi-story building with 91 affordable housing units to be occupied by 2026. The site was previously occupied by Bridger Health and Rehabilitation Center, which would have generated approximately 75% of the proposed Guthrie development net external trips. The Existing Conditions (2023) capacity analysis showed that all study area intersections currently operate at LOS C or better during both peak periods except for the West Villard Street/North 7th Avenue and West Beall Street/North 7th Avenue intersections, which experience LOS D on the minor approaches during the PM peak hour. Both substandard intersections on North 7th Avenue are expected to have minimal queueing. The Guthrie TIS Update 15 Historical crash data was evaluated in the study area, and it was found that crash rates were lower than would be predicted at all study intersections. Rear end, right-angle, and fixed object collisions were found to be the most common crash types in the study area. The Future (2038) scenario intersection capacity results are expected to remain at LOS C or better during both peak hours except for the two substandard study area intersections on North 7th Avenue, which are expected to operate at LOS D or worse on both the east and west legs with minimal projected queuing of up to three (3) vehicles. The proposed site access intersection on North 5th Avenue is projected to operate at LOS A during both peak hours. It was determined that a dedicated left-turn lane at the North 7th Avenue/West Villard Street and left and right-turn lanes North 7th Avenue/West Beall Street intersections do not provide significant improvement in traffic operation. The installation of a two-way left-turn lane (TWLTL) on North 7th Avenue would have a larger improvement in delay but would require major reconstruction to North 7th Avenue and is not an easily feasible solution. Based on the FHWA toolbox and the projected ADTs along West Villard Street, West Beall Street, and North 5th Avenue, a traffic circle should be considered at the intersection of North 5th Avenue and West Villard Street. An access deviation is required for the proposed new access locations on North 5th Avenue per the City of Bozeman UDC, Section 38.400.090.H. It was found that the Future (2038) scenarios projected 95th percentile queuing at the proposed access and adjacent intersection would not interfere with operations at adjacent access intersections. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: • A stop (R1-1) sign should be installed on the west leg of the site access intersection with North 5th Avenue. • A traffic circle should be considered at the North 5th Avenue and West Villard Street intersection. • All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 5 6 0 11 1 3 0 0 4 0 0 0 0 0 2 0 1 0 3 18 8:00 AM 0 26 10 0 36 0 1 0 0 1 0 0 0 0 0 2 0 0 0 2 39 8:15 AM 0 16 4 0 20 0 1 0 0 1 0 0 0 0 0 2 0 1 0 3 24 8:30 AM 0 6 3 0 9 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 12 Grand Total 0 53 23 0 76 1 8 0 0 9 0 0 0 0 0 6 0 2 0 8 93 Medium Truck % 0.0 3.8 0.0 0.0 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 3.8 0.0 0.0 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 57.0 24.7 0.0 81.7 1.1 8.6 0.0 0.0 9.7 0.0 0.0 0.0 0.0 0.0 6.5 0.0 2.2 0.0 8.6 100.0 PHF 0.53 0.53 0.53 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 RT TH LT U 0 53 23 0 6RT0TH2LT0UU0LT0TH0RT00 0 8 1 U LT TH RT 55 9 Out In N 5th AvenueIn0 Out24Total Entering 93Out 8InN 5th Avenue 76 In Out 14 W Short StreetW Short Street0Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 5th Avenue W Short Street W Short Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Ave & W Short StCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 5th Avenue Northbound W Short Street Eastbound East/West Street: 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 0 4 0 0 4 2 4 0 0 6 0 0 0 0 0 1 0 0 0 1 11 4:45 PM 0 6 0 0 6 1 3 0 0 4 0 0 0 0 0 0 0 0 0 0 10 5:00 PM 0 4 2 0 6 0 9 0 1 10 0 0 0 0 0 0 0 0 0 0 16 5:15 PM 0 10 1 0 11 0 1 0 0 1 0 0 0 0 0 1 0 0 0 1 13 Grand Total 0 24 3 0 27 3 17 0 1 21 0 0 0 0 0 2 0 0 0 2 50 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 48.0 6.0 0.0 54.0 6.0 34.0 0.0 2.0 42.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 0.0 4.0 100.0 PHF 1.00 1.00 1.00 0.53 0.53 0.53 1.00 1.00 1.00 1.00 1.00 1.00 0.78 RT TH LT U 0 24 3 0 2RT0TH0LT0UU0LT0TH0RT01 0 17 3 U LT TH RT N 5th Avenue W Short StreetTotal Entering 50 2In25 21 Out In N 5th Avenue In Out 27 19 W Short StreetOut0Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Short Street W Short Street Southbound Northbound Eastbound Westbound In06OutNorth/South Street: N 5th Avenue W Short Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 5th Ave & W Short St 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 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 2 171 8 1 182 3 126 7 0 136 7 4 0 0 11 8 2 2 0 12 341 8:00 AM 1 149 10 1 161 1 104 1 0 106 11 2 3 0 16 7 5 5 0 17 300 8:15 AM 4 175 3 0 182 2 115 2 0 119 18 2 2 0 22 12 2 2 0 16 339 8:30 AM 0 156 3 1 160 2 103 4 0 109 7 4 1 0 12 4 0 1 0 5 286 Grand Total 7 651 24 3 685 8 448 14 0 470 43 12 6 0 61 31 9 10 0 50 1266 Medium Truck % 0.0 1.8 4.2 0.0 1.9 0.0 1.8 7.1 0.0 1.9 2.3 25.0 0.0 0.0 6.6 3.2 0.0 0.0 0.0 2.0 Heavy Truck % 0.0 0.5 0.0 0.0 0.4 0.0 0.4 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 2.3 4.2 0.0 2.3 0.0 2.2 7.1 0.0 2.3 2.3 25.0 0.0 0.0 6.6 3.2 0.0 0.0 0.0 2.0 Total % 0.6 51.4 1.9 0.2 54.1 0.6 35.4 1.1 0.0 37.1 3.4 0.9 0.5 0.0 4.8 2.4 0.7 0.8 0.0 3.9 100.0 PHF 0.94 0.94 0.94 0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 0.93 RT TH LT U 7 651 24 3 31RT9TH10LT0UU0LT6TH12RT430 14 448 8 U LT TH RT 704 470 Out In N 7th AvenueIn30 Out44Total Entering 1266Out 50InN 7th Avenue 685 In Out 488 W Villard StreetW Villard Street61Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 7th Avenue W Villard Street W Villard Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Ave & W Villard StCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 7th Avenue Northbound W Villard Street Eastbound East/West Street: 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 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 5 145 3 2 155 3 206 5 2 216 2 0 2 0 4 5 2 1 0 8 383 4:45 PM 1 164 1 1 167 7 200 3 0 210 3 1 1 0 5 7 0 0 0 7 389 5:00 PM 5 175 2 1 183 2 256 7 0 265 5 0 2 0 7 3 1 2 0 6 461 5:15 PM 5 200 3 2 210 4 236 4 1 245 3 1 3 0 7 7 0 2 0 9 471 Grand Total 16 684 9 6 715 16 898 19 3 936 13 2 8 0 23 22 3 5 0 30 1704 Medium Truck % 0.0 1.0 0.0 0.0 1.0 0.0 1.2 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.0 0.0 0.0 1.0 0.0 1.4 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.9 40.1 0.5 0.4 42.0 0.9 52.7 1.1 0.2 54.9 0.8 0.1 0.5 0.0 1.3 1.3 0.2 0.3 0.0 1.8 100.0 PHF 0.85 0.85 0.85 0.95 0.95 0.95 0.82 0.82 0.82 0.83 0.83 0.83 0.90 RT TH LT U 16 684 9 6 22RT3TH5LT0UU0LT8TH2RT133 19 898 16 U LT TH RT N 7th Avenue W Villard StreetTotal Entering 1704 30In705 936 Out In N 7th Avenue In Out 715 934 W Villard StreetOut38Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue W Villard Street W Villard Street Southbound Northbound Eastbound Westbound In2327OutNorth/South Street: N 7th Avenue W Villard Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 7th Ave & W Villard St 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 3 0 0 0 3 2 5 2 0 9 0 3 3 0 6 0 9 0 0 9 27 8:00 AM 12 12 1 0 25 0 0 0 0 0 0 7 1 0 8 1 4 1 0 6 39 8:15 AM 8 6 0 0 14 2 1 1 0 4 2 7 0 0 9 1 6 1 0 8 35 8:30 AM 3 5 1 0 9 0 0 1 0 1 0 6 2 0 8 0 1 0 0 1 19 Grand Total 26 23 2 0 51 4 6 4 0 14 2 23 6 0 31 2 20 2 0 24 120 Medium Truck % 3.8 4.3 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 4.3 0.0 0.0 3.2 0.0 5.0 0.0 0.0 4.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.3 0.0 0.0 3.2 0.0 0.0 0.0 0.0 0.0 Total Truck % 3.8 4.3 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 6.5 0.0 5.0 0.0 0.0 4.2 Total % 21.7 19.2 1.7 0.0 42.5 3.3 5.0 3.3 0.0 11.7 1.7 19.2 5.0 0.0 25.8 1.7 16.7 1.7 0.0 20.0 100.0 PHF 0.51 0.51 0.51 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 0.77 RT TH LT U 26 23 2 0 2RT20TH2LT0UU0LT6TH23RT20 4 6 4 U LT TH RT 27 14 Out In N 5th AvenueIn50 Out29Total Entering 120Out 24InN 5th Avenue 51 In Out 14 W Villard StreetW Villard Street31Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 5th Avenue W Villard Street W Villard Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Ave & W Villard StCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 5th Avenue Northbound W Villard Street Eastbound East/West Street: 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 2 2 0 0 4 0 3 1 0 4 2 6 1 0 9 1 4 1 0 6 23 4:45 PM 0 6 1 0 7 1 1 0 0 2 1 2 2 0 5 1 5 2 0 8 22 5:00 PM 1 5 0 0 6 0 8 2 0 10 1 3 1 0 5 0 3 0 0 3 24 5:15 PM 2 7 0 0 9 2 1 0 0 3 2 9 0 0 11 1 5 1 0 7 30 Grand Total 5 20 1 0 26 3 13 3 0 19 6 20 4 0 30 3 17 4 0 24 99 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 3.3 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 0.0 0.0 0.0 0.0 5.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 Total % 5.1 20.2 1.0 0.0 26.3 3.0 13.1 3.0 0.0 19.2 6.1 20.2 4.0 0.0 30.3 3.0 17.2 4.0 0.0 24.2 100.0 PHF 0.72 0.72 0.72 1.00 1.00 1.00 0.68 0.68 0.68 0.86 0.86 0.86 0.83 RT TH LT U 5 20 1 0 3RT17TH4LT0UU0LT4TH20RT60 3 13 3 U LT TH RT N 5th Avenue W Villard StreetTotal Entering 99 24In30 19 Out In N 5th Avenue In Out 26 20 W Villard StreetOut25Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Villard Street W Villard Street Southbound Northbound Eastbound Westbound In3024OutNorth/South Street: N 5th Avenue W Villard Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 5th Ave & W Villard St 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 1 5 3 0 9 0 1 1 0 2 0 3 0 1 4 0 5 0 0 5 20 8:00 AM 1 5 0 0 6 1 2 0 0 3 2 7 1 0 10 1 5 1 0 7 26 8:15 AM 1 0 0 0 1 0 0 1 0 1 1 8 0 0 9 0 2 0 0 2 13 8:30 AM 0 6 2 0 8 0 1 1 0 2 1 6 0 0 7 0 1 1 0 2 19 Grand Total 3 16 5 0 24 1 4 3 0 8 4 24 1 1 30 1 13 2 0 16 78 Medium Truck % 33.3 0.0 0.0 0.0 4.2 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 33.3 0.0 0.0 0.0 4.2 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 Total % 3.8 20.5 6.4 0.0 30.8 1.3 5.1 3.8 0.0 10.3 5.1 30.8 1.3 1.3 38.5 1.3 16.7 2.6 0.0 20.5 100.0 PHF 1.00 1.00 1.00 0.67 0.67 0.67 0.75 0.75 0.75 0.57 0.57 0.57 0.75 RT TH LT U 3 16 5 0 1RT13TH2LT0UU1LT1TH24RT40 3 4 1 U LT TH RT 22 8 Out In N 3rd AvenueIn20 Out30Total Entering 78Out 16InN 3rd Avenue 24 In Out 6 W Villard StreetW Villard Street30Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 3rd Avenue W Villard Street W Villard Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 3rd Ave & W Villard StCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 3rd Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 3rd Avenue Northbound W Villard Street Eastbound East/West Street: 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 1 2 2 0 5 0 2 0 0 2 0 5 0 0 5 2 2 0 0 4 16 4:45 PM 0 2 0 0 2 1 3 0 1 5 0 2 0 0 2 0 4 0 0 4 13 5:00 PM 1 0 1 0 2 3 6 0 1 10 0 2 0 0 2 0 1 0 0 1 15 5:15 PM 1 1 0 0 2 0 5 1 0 6 0 10 2 0 12 2 4 0 0 6 26 Grand Total 3 5 3 0 11 4 16 1 2 23 0 19 2 0 21 4 11 0 0 15 70 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 4.3 7.1 4.3 0.0 15.7 5.7 22.9 1.4 2.9 32.9 0.0 27.1 2.9 0.0 30.0 5.7 15.7 0.0 0.0 21.4 100.0 PHF 1.00 1.00 1.00 0.96 0.96 0.96 0.44 0.44 0.44 0.63 0.63 0.63 0.67 RT TH LT U 3 5 3 0 4RT11TH0LT0UU0LT2TH19RT02 1 16 4 U LT TH RT N 3rd Avenue W Villard StreetTotal Entering 70 15In7 23 Out In N 3rd Avenue In Out 11 22 W Villard StreetOut15Vehicle Volumes and Adjustments N 3rd Avenue N 3rd Avenue W Villard Street W Villard Street Southbound Northbound Eastbound Westbound In2126OutNorth/South Street: N 3rd Avenue W Villard Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 3rd Ave & W Villard St 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 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 1 165 7 1 174 0 122 0 0 122 0 0 1 0 1 6 1 1 0 8 305 8:00 AM 0 164 11 2 177 2 97 0 0 99 0 0 1 0 1 5 1 1 0 7 284 8:15 AM 0 197 8 1 206 2 113 0 0 115 0 0 0 0 0 5 0 0 0 5 326 8:30 AM 0 160 8 0 168 1 102 0 0 103 1 0 1 0 2 2 1 1 0 4 277 Grand Total 1 686 34 4 725 5 434 0 0 439 1 0 3 0 4 18 3 3 0 24 1192 Medium Truck % 0.0 1.5 0.0 0.0 1.4 0.0 1.4 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 11.1 0.0 0.0 0.0 8.3 Heavy Truck % 0.0 0.4 2.9 0.0 0.6 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.9 2.9 0.0 1.9 0.0 1.6 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 11.1 0.0 0.0 0.0 8.3 Total % 0.1 57.6 2.9 0.3 60.8 0.4 36.4 0.0 0.0 36.8 0.1 0.0 0.3 0.0 0.3 1.5 0.3 0.3 0.0 2.0 100.0 PHF 0.88 0.88 0.88 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.91 RT TH LT U 1 686 34 4 18RT3TH3LT0UU0LT3TH0RT10 0 434 5 U LT TH RT 690 439 Out In N 7th AvenueIn4 Out39Total Entering 1192Out 24InN 7th Avenue 725 In Out 459 W Beall StreetW Beall Street4Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 7th Avenue W Beall Street W Beall Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Ave & W Beall StCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 7th Avenue Northbound W Beall Street Eastbound East/West Street: 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 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 1 144 4 3 152 2 208 0 0 210 1 1 0 0 2 8 0 2 0 10 374 4:45 PM 0 157 7 1 165 7 200 1 0 208 3 0 2 0 5 4 0 0 0 4 382 5:00 PM 0 173 4 0 177 2 272 0 0 274 3 0 1 0 4 4 0 8 0 12 467 5:15 PM 2 184 7 0 193 5 234 3 0 242 1 0 0 0 1 7 0 0 0 7 443 Grand Total 3 658 22 4 687 16 914 4 0 934 8 1 3 0 12 23 0 10 0 33 1666 Medium Truck % 0.0 1.2 0.0 0.0 1.2 0.0 1.1 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.2 0.0 0.0 1.2 0.0 1.4 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.2 39.5 1.3 0.2 41.2 1.0 54.9 0.2 0.0 56.1 0.5 0.1 0.2 0.0 0.7 1.4 0.0 0.6 0.0 2.0 100.0 PHF 0.97 0.97 0.97 0.85 0.85 0.85 0.75 0.75 0.75 0.69 0.69 0.69 0.89 RT TH LT U 3 658 22 4 23RT0TH10LT0UU0LT3TH1RT80 4 914 16 U LT TH RT N 7th Avenue W Beall StreetTotal Entering 1666 33In676 934 Out In N 7th Avenue In Out 687 944 W Beall StreetOut7Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue W Beall Street W Beall Street Southbound Northbound Eastbound Westbound In1239OutNorth/South Street: N 7th Avenue W Beall Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 7th Ave & W Beall St 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 2 0 1 3 3 6 2 0 11 0 7 0 0 7 1 4 0 0 5 26 8:00 AM 4 8 0 0 12 0 0 2 0 2 0 7 0 0 7 0 3 1 0 4 25 8:15 AM 0 10 0 0 10 2 4 0 0 6 0 4 0 0 4 1 2 2 0 5 25 8:30 AM 0 3 0 0 3 0 0 0 0 0 2 3 0 0 5 0 4 0 0 4 12 Grand Total 4 23 0 1 28 5 10 4 0 19 2 21 0 0 23 2 13 3 0 18 88 Medium Truck % 0.0 4.3 0.0 0.0 3.6 0.0 0.0 25.0 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 15.4 0.0 0.0 11.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 4.3 0.0 0.0 3.6 0.0 0.0 25.0 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 15.4 0.0 0.0 11.1 Total % 4.5 26.1 0.0 1.1 31.8 5.7 11.4 4.5 0.0 21.6 2.3 23.9 0.0 0.0 26.1 2.3 14.8 3.4 0.0 20.5 100.0 PHF 1.00 1.00 1.00 0.43 0.43 0.43 0.82 0.82 0.82 0.90 0.90 0.90 0.85 RT TH LT U 4 23 0 1 2RT13TH3LT0UU0LT0TH21RT20 4 10 5 U LT TH RT 28 19 Out In N 5th AvenueIn21 Out26Total Entering 88Out 18InN 5th Avenue 28 In Out 13 W Beall StreetW Beall Street23Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 5th Avenue W Beall Street W Beall Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Ave & W Beall StCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 5th Avenue Northbound W Beall Street Eastbound East/West Street: 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 0 7 0 0 7 0 1 1 0 2 4 2 1 0 7 1 4 0 0 5 21 4:45 PM 1 6 0 0 7 1 1 2 0 4 2 7 0 0 9 1 2 0 0 3 23 5:00 PM 1 3 0 0 4 0 10 0 0 10 1 3 1 0 5 1 5 0 0 6 25 5:15 PM 1 9 0 0 10 0 2 1 0 3 0 8 0 0 8 1 6 0 0 7 28 Grand Total 3 25 0 0 28 1 14 4 0 19 7 20 2 0 29 4 17 0 0 21 97 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 Total % 3.1 25.8 0.0 0.0 28.9 1.0 14.4 4.1 0.0 19.6 7.2 20.6 2.1 0.0 29.9 4.1 17.5 0.0 0.0 21.6 100.0 PHF 0.70 0.70 0.70 1.00 1.00 1.00 0.91 0.91 0.91 0.75 0.75 0.75 0.87 RT TH LT U 3 25 0 0 4RT17TH0LT0UU0LT2TH20RT70 4 14 1 U LT TH RT N 5th Avenue W Beall StreetTotal Entering 97 21In32 19 Out In N 5th Avenue In Out 28 20 W Beall StreetOut24Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Beall Street W Beall Street Southbound Northbound Eastbound Westbound In2921OutNorth/South Street: N 5th Avenue W Beall Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 5th Ave & W Beall St 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 1 0 3 0 4 0 2 0 0 2 3 3 0 0 6 0 3 0 0 3 15 8:00 AM 3 5 0 0 8 0 2 0 0 2 3 6 1 0 10 0 2 2 0 4 24 8:15 AM 0 1 0 0 1 1 1 1 0 3 2 4 0 0 6 0 2 1 0 3 13 8:30 AM 1 7 1 0 9 0 1 0 0 1 1 2 0 0 3 0 2 0 1 3 16 Grand Total 5 13 4 0 22 1 6 1 0 8 9 15 1 0 25 0 9 3 1 13 68 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.2 0.0 0.0 15.4 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.2 0.0 0.0 15.4 Total % 7.4 19.1 5.9 0.0 32.4 1.5 8.8 1.5 0.0 11.8 13.2 22.1 1.5 0.0 36.8 0.0 13.2 4.4 1.5 19.1 100.0 PHF 0.69 0.69 0.69 1.00 1.00 1.00 0.63 0.63 0.63 0.81 0.81 0.81 0.71 RT TH LT U 5 13 4 0 0RT9TH3LT1UU0LT1TH15RT90 1 6 1 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 3rd Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 3rd Avenue Northbound W Beall Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 3rd Ave & W Beall StCounted By:W Beall StreetW Beall Street25Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 3rd Avenue W Beall Street W Beall Street Vehicle Volumes and Adjustments N 3rd Avenue 22 In Out 7 In15Out21Total Entering 68Out 13In25 8 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 0 1 3 0 4 0 1 3 0 4 1 0 1 0 2 3 3 0 0 6 16 4:45 PM 0 3 3 0 6 1 5 0 0 6 1 6 0 0 7 3 2 0 0 5 24 5:00 PM 0 0 3 0 3 1 8 1 0 10 1 2 0 0 3 1 4 0 0 5 21 5:15 PM 0 1 1 0 2 0 5 2 0 7 1 4 2 0 7 1 5 0 0 6 22 Grand Total 0 5 10 0 15 2 19 6 0 27 4 12 3 0 19 8 14 0 0 22 83 Medium Truck % 0.0 0.0 50.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.5 0.0 0.0 0.0 22.7 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 50.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.5 0.0 0.0 0.0 22.7 Total % 0.0 6.0 12.0 0.0 18.1 2.4 22.9 7.2 0.0 32.5 4.8 14.5 3.6 0.0 22.9 9.6 16.9 0.0 0.0 26.5 100.0 PHF 0.63 0.63 0.63 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 0.86 RT TH LT U 0 5 10 0 8RT14TH0LT0UU0LT3TH12RT40 6 19 2 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 3rd Ave & W Beall St North/South Street: N 3rd Avenue W Beall Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street:W Beall StreetOut20Vehicle Volumes and Adjustments N 3rd Avenue N 3rd Avenue W Beall Street W Beall Street Southbound Northbound Eastbound Westbound In1924OutN 3rd Avenue In Out 15 30 N 3rd Avenue W Beall StreetTotal Entering 83 22In9 27 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 1 0 0 1 0 6 0 0 6 4 18 2 0 24 2 1 1 0 4 35 8:00 AM 0 11 0 0 11 0 1 1 0 2 3 35 1 0 39 1 0 0 0 1 53 8:15 AM 2 8 1 0 11 0 5 0 0 5 1 19 1 0 21 0 2 0 0 2 39 8:30 AM 0 6 0 0 6 0 0 0 0 0 0 6 0 2 8 0 0 0 0 0 14 Grand Total 2 26 1 0 29 0 12 1 0 13 8 78 4 2 92 3 3 1 0 7 141 Medium Truck % 0.0 3.8 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 50.0 5.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 0.0 14.3 Total Truck % 0.0 3.8 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 50.0 5.4 33.3 0.0 0.0 0.0 14.3 Total % 1.4 18.4 0.7 0.0 20.6 0.0 8.5 0.7 0.0 9.2 5.7 55.3 2.8 1.4 65.2 2.1 2.1 0.7 0.0 5.0 100.0 PHF 0.66 0.66 0.66 1.00 1.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00 0.67 RT TH LT U 2 26 1 0 3RT3TH1LT0UU2LT4TH78RT80 1 12 0 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 5th Avenue Northbound W Lamme Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Ave & W Lamme StCounted By:W Lamme StreetW Lamme Street92Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 5th Avenue W Lamme Street W Lamme Street Vehicle Volumes and Adjustments N 5th Avenue 29 In Out 19 In8Out79Total Entering 141Out 7In35 13 Out In N 5th 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 1 8 1 0 10 3 2 2 0 7 1 5 0 0 6 0 9 3 0 12 35 4:45 PM 0 7 1 0 8 2 3 1 0 6 1 13 1 0 15 0 14 1 0 15 44 5:00 PM 0 4 0 0 4 1 9 0 0 10 1 7 0 1 9 0 22 0 0 22 45 5:15 PM 1 4 2 0 7 0 4 1 0 5 0 9 0 0 9 0 11 0 0 11 32 Grand Total 2 23 4 0 29 6 18 4 0 28 3 34 1 1 39 0 56 4 0 60 156 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 1.3 14.7 2.6 0.0 18.6 3.8 11.5 2.6 0.0 17.9 1.9 21.8 0.6 0.6 25.0 0.0 35.9 2.6 0.0 38.5 100.0 PHF 1.00 1.00 1.00 0.70 0.70 0.70 1.00 1.00 1.00 0.68 0.68 0.68 0.87 RT TH LT U 2 23 4 0 0RT56TH4LT0UU1LT1TH34RT30 4 18 6 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 5th Ave & W Lamme St North/South Street: N 5th Avenue W Lamme Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street:W Lamme StreetOut63Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Lamme Street W Lamme Street Southbound Northbound Eastbound Westbound In3944OutN 5th Avenue In Out 29 19 N 5th Avenue W Lamme StreetTotal Entering 156 60In30 28 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 1.08 1.08 1.08 1.08 0 1.08 1.08 1.08 1.08 0 7:45 AM 0 4 0 0 4 0 2 1 0 3 0 0 0 0 0 3 72 4 0 79 86 8:00 AM 3 12 0 0 15 0 0 2 0 2 0 0 0 0 0 3 86 2 0 91 108 8:15 AM 4 5 0 0 9 0 2 0 0 2 0 0 0 0 0 2 73 0 0 75 86 8:30 AM 1 5 0 0 6 0 1 4 0 5 0 0 0 0 0 0 57 2 0 59 70 Grand Total 8 26 0 0 34 0 5 7 0 12 0 0 0 0 0 8 288 8 0 304 350 Medium Truck % 0.0 3.8 0.0 0.0 2.9 0.0 0.0 14.3 0.0 8.3 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 0.0 3.9 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 3.8 0.0 0.0 2.9 0.0 0.0 14.3 0.0 8.3 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 0.0 3.9 Total % 2.3 7.4 0.0 0.0 9.7 0.0 1.4 2.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 2.3 82.3 2.3 0.0 86.9 100.0 PHF 0.57 0.57 0.57 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.81 RT TH LT U 8 26 0 0 8RT288TH8LT0UU0LT0TH0RT00 7 5 0 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) 23509Project Number: Southbound N 5th Avenue Northbound W Mendenhall Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Ave & W Mendenhall StCounted By:W Mendenhall StreetW Mendenhall Street0Bozeman, MTThursday, November 2, 2023Date Performed: Count Time Period: The Guthrie TIS N 5th Avenue W Mendenhall Street W Mendenhall Street Vehicle Volumes and Adjustments N 5th Avenue 34 In Out 13 In303Out0Total Entering 350Out 304In34 12 Out In N 5th 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 1.08 1.08 1.08 1.08 0 1.08 1.08 1.08 1.08 0 4:30 PM 7 6 0 0 13 0 4 8 0 12 0 0 0 0 0 2 127 5 0 134 159 4:45 PM 2 9 0 0 11 0 6 2 0 8 0 0 0 0 0 1 106 5 0 112 131 5:00 PM 3 3 0 0 6 0 6 3 0 9 0 0 0 0 0 4 182 8 0 194 209 5:15 PM 0 3 0 0 3 0 4 6 0 10 0 0 0 0 0 0 131 4 0 135 148 Grand Total 12 21 0 0 33 0 20 19 0 39 0 0 0 0 0 7 546 22 0 575 647 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.9 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.9 Total % 1.9 3.2 0.0 0.0 5.1 0.0 3.1 2.9 0.0 6.0 0.0 0.0 0.0 0.0 0.0 1.1 84.4 3.4 0.0 88.9 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 0.78 RT TH LT U 12 21 0 0 7RT546TH22LT0UU0LT0TH0RT00 19 20 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 5th Ave & W Mendenhall St North/South Street: N 5th Avenue W Mendenhall Street Date Performed: Thursday, November 2, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23509 The Guthrie TIS East/West Street:W Mendenhall StreetOut577Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Mendenhall Street W Mendenhall Street Southbound Northbound Eastbound Westbound In00OutN 5th Avenue In Out 33 27 N 5th Avenue W Mendenhall StreetTotal Entering 647 575In43 39 Out In NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 0.0 A 0 0.0 A 0 SB 2.2 A 1 0.8 A 1 WB 8.7 A 1 8.4 A 1 Intersection 2.5 A --0.9 A -- NB 0.3 A 1 0.2 A 1 SB 0.3 A 1 0.2 A 1 EB 18.1 C 1 29.5 D 1 WB 18.3 C 1 26.3 D 1 Intersection 1.9 A --1.1 A -- NB 9.2 A 1 9.3 A 1 SB 9.1 A 1 9.3 A 1 EB 1.5 A 1 1.0 A 1 WB 0.5 A 0 1.0 A 1 Intersection 5.2 A --4.5 A -- NB 9.2 A 1 9.3 A 1 SB 9.3 A 1 9.0 A 1 EB 0.5 A 1 0.7 A 1 WB 1.0 A 1 0.0 A 0 Intersection 4.2 A --4.6 A -- NB 0.0 A 0 0.0 A 1 SB 0.4 A 1 0.4 A 1 EB 23.8 C 1 21.8 C 1 WB 13.9 B 1 27.1 D 1 Intersection 0.6 A --0.9 A -- NB 9.1 A 1 9.3 A 1 SB 9.3 A 1 9.4 A 1 EB 0.0 A 0 0.4 A 0 WB 1.4 A 1 0.0 A 0 Intersection 4.9 A --4.4 A -- NB 9.2 A 1 9.2 A 1 SB 9.2 A 1 9.1 A 1 EB 0.2 A 0 1.0 A 1 WB 2.3 A 1 0.0 A 0 Intersection 4.5 A --4.9 A -- NB 9.9 A 1 9.6 A 1 SB 10.1 B 1 9.8 A 1 EB 0.5 A 1 0.3 A 0 WB 0.8 A 0 0.5 A 1 Intersection 3.4 A --3.9 A -- NB 11.0 B 1 15.7 C 1 SB 11.5 B 1 14.9 B 1 WB 0.0 A 0 0.0 A 0 Intersection 1.5 A --1.7 A -- Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Lamme Street Intersection Control Two-Way Stop-Control (NB/SB) N 3rd Avenue & W Beall Street N 7th Avenue & W Villard Street N 7th Avenue & W Beall Street Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Beall Street Intersection Approach Existing (2023) AM Peak PM Peak Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Mendenhall Street Intersection Control One-Way Stop-Control (WB) N 5th Avenue & W Short Street Intersection Control Two-Way Stop-Control (EB/WB) Intersection Control Two-Way Stop-Control (NB/SB) N 3rd Avenue & W Villard Street Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Villard Street Two-Way Stop-Control (EB/WB)Intersection Control 0.004Volume to Capacity (v/c): ALevel Of Service: 9.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: N 5th Avenue & W Short Street Intersection Level Of Service Report YesYesYesCrosswalk 0.000.000.00Grade [%] 25.0025.0025.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftThruLeftRightThruTurning Movement Lane Configuration WestboundSouthboundNorthboundApproach W Short StreetN 5th AvenueN 5th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 1038838213Total Analysis Volume [veh/h] 31221003Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.60000.60000.60000.60000.60000.6000Peak Hour Factor 62532318Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 0.000.003.800.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 62532318Base Volume Input [veh/h] W Short StreetN 5th AvenueN 5th AvenueName Volumes 11/17/20231Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 2.53d_I, Intersection Delay [s/veh] AAAApproach LOS 8.682.190.00d_A, Approach Delay [s/veh] 1.001.001.621.620.000.0095th-Percentile Queue Length [ft/ln] 0.040.040.060.060.000.0095th-Percentile Queue Length [veh/ln] AAAAAAMovement LOS 8.419.570.007.270.000.00d_M, Delay for Movement [s/veh] 0.010.000.000.020.000.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 11/17/20232Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.083Volume to Capacity (v/c): DLevel Of Service: 30.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: N 7th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.00100.000.000.00Exit Pocket Length [ft] 000000000100No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 33101146136870029948215Total Analysis Volume [veh/h] 82312322175721204Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.93000.9300Peak Hour Factor 3191043126765127844814Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 3.200.000.002.302.000.000.002.304.200.002.207.10Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3191043126765127844814Base Volume Input [veh/h] W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Volumes 11/17/20233Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with DIntersection LOS 1.88d_I, Intersection Delay [s/veh] CCAAApproach LOS 18.3218.140.340.28d_A, Approach Delay [s/veh] 14.7414.7414.7417.4617.4617.460.000.002.120.000.001.3495th-Percentile Queue Length [ft/ln] 0.590.590.590.700.700.700.000.000.080.000.000.0595th-Percentile Queue Length [veh/ln] BDDBDDAAAAAAMovement LOS 12.0029.8226.8313.1230.5129.830.000.008.510.000.009.29d_M, Delay for Movement [s/veh] 0.040.060.060.070.080.040.000.010.030.000.000.02V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 11/17/20234Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.029Volume to Capacity (v/c): ALevel Of Service: 9.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: N 5th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 3262230834233464Total Analysis Volume [veh/h] 161172861121Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.77000.77001.00001.00000.77000.77000.77001.00000.77001.00001.00001.0000Peak Hour Factor 2202223626232464Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.005.002.002.008.700.003.802.000.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 2202223626232464Base Volume Input [veh/h] W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Volumes 11/17/20235Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 5.17d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.471.459.149.23d_A, Approach Delay [s/veh] 0.090.090.090.340.340.345.165.165.161.231.231.2395th-Percentile Queue Length [ft/ln] 0.000.000.000.010.010.010.210.210.210.050.050.0595th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.280.000.007.268.729.749.308.529.549.49d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.010.030.030.000.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/20236Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.025Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 4: N 3rd Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 117353234217154Total Analysis Volume [veh/h] 041181152011Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.75000.75000.75000.75000.75000.75000.75000.75000.75000.75000.75000.7500Peak Hour Factor 113242423165143Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.004.200.002.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113242423165143Base Volume Input [veh/h] W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Volumes 11/17/20237Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.20d_I, Intersection Delay [s/veh] AAAAApproach LOS 1.040.549.309.19d_A, Approach Delay [s/veh] 0.130.130.130.130.130.132.862.862.860.870.870.8795th-Percentile Queue Length [ft/ln] 0.010.010.010.010.010.010.110.110.110.030.030.0395th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.270.000.007.248.559.529.078.509.409.10d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.030.010.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/20238Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.020Volume to Capacity (v/c): DLevel Of Service: 29.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: N 7th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 203310317544254770Total Analysis Volume [veh/h] 51100101881011190Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.91000.91000.91000.91000.91000.91000.91000.91000.91000.91000.91000.9100Peak Hour Factor 183310316863854340Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.000.000.000.001.902.900.001.600.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 183310316863854340Base Volume Input [veh/h] W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Volumes 11/17/20239Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with DIntersection LOS 0.62d_I, Intersection Delay [s/veh] BCAAApproach LOS 13.9223.760.440.00d_A, Approach Delay [s/veh] 4.814.814.811.561.561.560.000.901.790.000.000.0095th-Percentile Queue Length [ft/ln] 0.190.190.190.060.060.060.000.040.070.000.000.0095th-Percentile Queue Length [veh/ln] BDCBDDAAAAAAMovement LOS 10.2829.4222.6911.1329.3327.970.000.008.410.000.009.16d_M, Delay for Movement [s/veh] 0.030.020.010.000.000.020.000.010.040.000.000.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 11/17/202310Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.027Volume to Capacity (v/c): ALevel Of Service: 9.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 6: N 5th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 2154225042316105Total Analysis Volume [veh/h] 141160160131Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00000.85000.85000.85000.85001.00001.00001.00001.00000.85001.00000.8500Peak Hour Factor 2133221042315104Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.000.000.000.002.002.002.002.000.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 2133221042315104Base Volume Input [veh/h] W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Volumes 11/17/202311Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.94d_I, Intersection Delay [s/veh] AAAAApproach LOS 1.380.009.299.07d_A, Approach Delay [s/veh] 0.170.170.170.000.000.002.502.502.501.781.781.7895th-Percentile Queue Length [ft/ln] 0.010.010.010.000.000.000.100.100.100.070.070.0795th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.250.000.007.258.529.439.058.509.399.10d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.030.000.010.010.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202312Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.022Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 7: N 3rd Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 0136132117186181Total Analysis Volume [veh/h] 031350251020Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.71000.71000.71000.71000.71000.71000.71000.71000.71000.71000.71000.7100Peak Hour Factor 09491515134161Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.002.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 09491515134161Base Volume Input [veh/h] W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Volumes 11/17/202313Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.50d_I, Intersection Delay [s/veh] AAAAApproach LOS 2.300.219.179.23d_A, Approach Delay [s/veh] 0.250.250.250.040.040.042.692.692.690.880.880.8895th-Percentile Queue Length [ft/ln] 0.010.010.010.000.000.000.110.110.110.040.040.0495th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.270.000.007.238.509.489.028.479.359.05d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.010.020.010.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202314Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.053Volume to Capacity (v/c): BLevel Of Service: 10.2Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 8: N 5th Aveue & W Lamme Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 44112116933910181Total Analysis Volume [veh/h] 11032921100040Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.67000.67000.67000.67000.67000.67000.67000.67000.67000.67000.67000.6700Peak Hour Factor 331878622610121Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.005.100.000.003.800.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 331878622610121Base Volume Input [veh/h] W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Volumes 11/17/202315Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with BIntersection LOS 3.35d_I, Intersection Delay [s/veh] AABAApproach LOS 0.830.4710.119.99d_A, Approach Delay [s/veh] 0.050.050.050.380.380.384.574.574.571.971.971.9795th-Percentile Queue Length [ft/ln] 0.000.000.000.020.020.020.180.180.180.080.080.0895th-Percentile Queue Length [veh/ln] AAAAAAABAAAAMovement LOS 0.000.007.450.000.007.238.6210.239.868.989.999.93d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.010.000.050.000.000.020.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202316Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.059Volume to Capacity (v/c): BLevel Of Service: 12.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 9: N 5th Avenue & W Mendenhall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 103561000010320069Total Analysis Volume [veh/h] 2892000280022Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.81000.81000.81000.81000.81000.81000.81000.81000.81000.81000.81000.8100Peak Hour Factor 828880008260057Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.004.200.000.000.000.000.003.800.000.000.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 828880008260057Base Volume Input [veh/h] W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Volumes 11/17/202317Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with BIntersection LOS 1.50d_I, Intersection Delay [s/veh] AABBApproach LOS 0.000.0011.5110.96d_A, Approach Delay [s/veh] 0.000.000.000.000.000.005.685.680.000.001.861.8695th-Percentile Queue Length [ft/ln] 0.000.000.000.000.000.000.230.230.000.000.070.0795th-Percentile Queue Length [veh/ln] AAAABBBMovement LOS 0.000.000.000.000.000.009.7712.050.000.0011.6810.49d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.010.060.000.000.010.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202318Scenario 1: 1 2023 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.003Volume to Capacity (v/c): ALevel Of Service: 8.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: N 5th Avenue & W Short Street Intersection Level Of Service Report YesYesYesCrosswalk 0.000.000.00Grade [%] 25.0025.0025.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftThruLeftRightThruTurning Movement Lane Configuration WestboundSouthboundNorthboundApproach W Short StreetN 5th AvenueN 5th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 30314422Total Analysis Volume [veh/h] 108115Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.78000.78000.78000.78000.78000.7800Peak Hour Factor 20243317Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 20243317Base Volume Input [veh/h] W Short StreetN 5th AvenueN 5th AvenueName Volumes 11/17/20231Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 0.85d_I, Intersection Delay [s/veh] AAAApproach LOS 8.410.830.00d_A, Approach Delay [s/veh] 0.210.210.170.170.000.0095th-Percentile Queue Length [ft/ln] 0.010.010.010.010.000.0095th-Percentile Queue Length [veh/ln] AAAAAAMovement LOS 8.418.820.007.250.000.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 11/17/20232Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.029Volume to Capacity (v/c): FLevel Of Service: 60.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: N 7th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 2436142918760171899824Total Analysis Volume [veh/h] 6114124190442496Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.90000.90000.90000.90000.90000.90000.90000.90000.90000.90000.90000.9000Peak Hour Factor 2235132816684151689822Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.001.000.000.001.400.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 2235132816684151689822Base Volume Input [veh/h] W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Volumes 11/17/20233Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with FIntersection LOS 1.06d_I, Intersection Delay [s/veh] DDAAApproach LOS 26.2729.460.220.22d_A, Approach Delay [s/veh] 14.2614.2614.2612.4212.4212.420.000.001.890.000.002.1895th-Percentile Queue Length [ft/ln] 0.570.570.570.500.500.500.000.000.080.000.000.0995th-Percentile Queue Length [veh/ln] CFFBFEAABAAAMovement LOS 15.4360.2352.6514.3860.3146.070.000.0010.340.000.009.37d_M, Delay for Movement [s/veh] 0.050.040.070.020.030.090.000.010.020.000.010.03V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 11/17/20234Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.025Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: N 5th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 4204624562013133Total Analysis Volume [veh/h] 151261250131Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.83000.83001.00001.00000.83000.83000.83001.00000.83001.00001.00001.0000Peak Hour Factor 3174620452013133Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.002.002.005.000.000.002.000.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3174620452013133Base Volume Input [veh/h] W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Volumes 11/17/20235Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.53d_I, Intersection Delay [s/veh] AAAAApproach LOS 1.041.049.319.30d_A, Approach Delay [s/veh] 0.170.170.170.220.220.222.422.422.421.701.701.7095th-Percentile Queue Length [ft/ln] 0.010.010.010.010.010.010.100.100.100.070.070.0795th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.280.000.007.258.539.559.158.539.509.21d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.010.020.000.000.020.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/20236Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.029Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 4: N 3rd Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 616002834746244Total Analysis Volume [veh/h] 140071121161Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.67000.67000.67000.67000.67000.67000.67000.67000.67000.67000.67000.6700Peak Hour Factor 411001923534163Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 411001923534163Base Volume Input [veh/h] W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Volumes 11/17/20237Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.63d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.000.709.049.26d_A, Approach Delay [s/veh] 0.000.000.000.130.130.131.261.261.263.013.013.0195th-Percentile Queue Length [ft/ln] 0.000.000.000.010.010.010.050.050.050.120.120.1295th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.250.000.007.248.459.359.088.589.469.04d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.010.000.010.030.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/20238Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.014Volume to Capacity (v/c): FLevel Of Service: 57.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: N 7th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 260119133739291810274Total Analysis Volume [veh/h] 6032011185742571Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.89000.8900Peak Hour Factor 23010813365826169144Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.001.200.000.001.400.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 23010813365826169144Base Volume Input [veh/h] W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Volumes 11/17/20239Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with FIntersection LOS 0.87d_I, Intersection Delay [s/veh] DCAAApproach LOS 27.0621.820.390.03d_A, Approach Delay [s/veh] 16.5116.5116.514.534.534.530.000.611.230.000.080.1795th-Percentile Queue Length [ft/ln] 0.660.660.660.180.180.180.000.020.050.000.000.0195th-Percentile Queue Length [veh/ln] CFFBFEAABAAAMovement LOS 16.1959.5952.7811.6657.0540.570.000.0010.380.000.009.12d_M, Delay for Movement [s/veh] 0.050.000.130.010.010.030.000.010.040.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 11/17/202310Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.030Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 6: N 5th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 4200823232501145Total Analysis Volume [veh/h] 150261160041Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00000.87000.87000.87000.87001.00001.00001.00001.00000.87001.00000.8700Peak Hour Factor 4170720232501144Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.005.002.002.002.002.000.002.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 4170720232501144Base Volume Input [veh/h] W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Volumes 11/17/202311Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.41d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.000.449.379.29d_A, Approach Delay [s/veh] 0.000.000.000.090.090.092.552.552.551.791.791.7995th-Percentile Queue Length [ft/ln] 0.000.000.000.000.000.000.100.100.100.070.070.0795th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.260.000.007.278.569.479.078.519.419.10d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.030.000.000.020.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202312Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.026Volume to Capacity (v/c): ALevel Of Service: 9.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 7: N 3rd Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 9160514306122227Total Analysis Volume [veh/h] 240131013162Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86000.86000.86000.86000.86000.86000.86000.86000.86000.86000.86000.8600Peak Hour Factor 8140412305102196Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.000.000.000.000.002.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 8140412305102196Base Volume Input [veh/h] W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Volumes 11/17/202313Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.92d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.000.999.129.24d_A, Approach Delay [s/veh] 0.000.000.000.130.130.131.541.541.542.732.732.7395th-Percentile Queue Length [ft/ln] 0.000.000.000.010.010.010.060.060.060.110.110.1195th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.240.000.007.258.479.339.028.529.408.93d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.010.010.000.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202314Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.034Volume to Capacity (v/c): ALevel Of Service: 9.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 8: N 5th Aveue & W Lamme Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 0645339222657215Total Analysis Volume [veh/h] 01611101171251Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.87000.8700Peak Hour Factor 0564334222346184Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0564334222346184Base Volume Input [veh/h] W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Volumes 11/17/202315Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 3.85d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.530.339.779.56d_A, Approach Delay [s/veh] 0.210.210.210.080.080.083.273.273.273.133.133.1395th-Percentile Queue Length [ft/ln] 0.010.010.010.000.000.000.130.130.130.130.130.1395th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.280.000.007.328.789.879.638.669.859.63d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.030.010.010.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202316Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.077Volume to Capacity (v/c): CLevel Of Service: 17.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 9: N 5th Avenue & W Mendenhall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 9700280001527002624Total Analysis Volume [veh/h] 21757000470066Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.78000.78000.78000.78000.78000.78000.78000.78000.78000.78000.78000.7800Peak Hour Factor 7546220001221002019Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.900.000.000.000.000.000.000.000.000.005.30Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 7546220001221002019Base Volume Input [veh/h] W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Volumes 11/17/202317Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with CIntersection LOS 1.70d_I, Intersection Delay [s/veh] AABCApproach LOS 0.000.0014.8515.74d_A, Approach Delay [s/veh] 0.000.000.000.000.000.008.568.560.000.0011.0811.0895th-Percentile Queue Length [ft/ln] 0.000.000.000.000.000.000.340.340.000.000.440.4495th-Percentile Queue Length [veh/ln] AAABCCBMovement LOS 0.000.000.000.000.000.0011.5716.680.000.0017.1214.25d_M, Delay for Movement [s/veh] 0.000.010.000.000.000.000.020.080.000.000.080.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 11/17/202318Scenario 2: 2 2023 PM Peak Hour Version 2023 (SP 0-9) Generated with APPENDIX C CAPACITY CALCULATIONS – FUTURE (2038) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 0.0 A 0 0.0 A 0 SB 2.2 A 1 0.7 A 1 WB 8.7 A 1 8.4 A 1 Intersection 2.5 A --0.7 A -- NB 0.3 A 1 0.3 A 1 SB 0.4 A 1 0.3 A 1 EB 38.8 E 3 95.8 F 2 WB 35.9 E 2 73.0 F 3 Intersection 3.7 A --3.0 A -- NB 9.6 A 1 9.5 A 1 SB 9.4 A 1 9.6 A 1 EB 1.3 A 1 0.7 A 1 WB 0.8 A 1 1.4 A 1 Intersection 5.8 A --5.0 A -- NB 9.2 A 1 9.3 A 1 SB 9.4 A 1 9.1 A 1 EB 0.5 A 1 0.7 A 1 WB 0.9 A 1 0.0 A 0 Intersection 4.2 A --4.6 A -- NB 0.0 A 0 0.0 A 1 SB 0.5 A 1 0.5 A 1 EB 43.9 E 1 39.6 E 1 WB 26.2 D 1 95.9 F 3 Intersection 1.1 A --2.5 A -- NB 9.3 A 1 9.6 A 1 SB 9.4 A 1 9.6 A 1 EB 0.6 A 1 1.6 A 1 WB 1.2 A 1 0.0 A 0 Intersection 5.9 A --5.4 A -- NB 9.2 A 1 9.4 A 1 SB 9.2 A 1 9.3 A 1 EB 0.2 A 0 1.1 A 1 WB 2.0 A 1 0.0 A 0 Intersection 4.5 A --5.0 A -- NB 10.0 B 1 9.9 A 1 SB 10.2 B 1 10.1 B 1 EB 0.5 A 1 0.4 A 1 WB 0.8 A 0 0.4 A 1 Intersection 3.7 A --4.1 A -- NB 11.7 B 1 18.2 C 1 SB 12.1 B 1 16.5 C 1 WB 0.0 A 0 0.0 A 0 Intersection 1.7 A --2.0 A -- NB 1.8 A 1 2.3 A 1 SB 0.0 A 0 0.0 A 0 EB 8.8 A 1 8.8 A 1 Intersection 3.0 A --2.2 A -- N 5th Avenue & Site Access N 5th Avenue & W Mendenhall Street Intersection Control Two-Way Stop-Control (NB/SB) Intersection Control One-Way Stop-Control (EB) Intersection Approach Future (2038) AM Peak PM Peak Intersection Control One-Way Stop-Control (WB) N 5th Avenue & W Short Street Intersection Control Two-Way Stop-Control (EB/WB) N 7th Avenue & W Villard Street Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Villard Street Intersection Control Two-Way Stop-Control (NB/SB) N 3rd Avenue & W Villard Street Intersection Control Two-Way Stop-Control (EB/WB) N 7th Avenue & W Beall Street Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Lamme Street Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Beall Street Intersection Control Two-Way Stop-Control (NB/SB) N 3rd Avenue & W Beall Street 0.003Volume to Capacity (v/c): ALevel Of Service: 8.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: N 5th Avenue & W Short Street Intersection Level Of Service Report YesYesYesCrosswalk 0.000.000.00Grade [%] 25.0025.0025.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftThruLeftRightThruTurning Movement Lane Configuration WestboundSouthboundNorthboundApproach W Short StreetN 5th AvenueN 5th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 30374426Total Analysis Volume [veh/h] 109117Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.9200Peak Hour Factor 30344424Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 30344424Base Volume Input [veh/h] W Short StreetN 5th AvenueN 5th AvenueName Volumes 9/6/20241Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 0.73d_I, Intersection Delay [s/veh] AAAApproach LOS 8.430.710.00d_A, Approach Delay [s/veh] 0.210.210.170.170.000.0095th-Percentile Queue Length [ft/ln] 0.010.010.010.010.000.0095th-Percentile Queue Length [veh/ln] AAAAAAMovement LOS 8.438.870.007.260.000.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 9/6/20242Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.110Volume to Capacity (v/c): FLevel Of Service: 175.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: N 7th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 3748183122410012824131433Total Analysis Volume [veh/h] 9125136250763298Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 344717311229212622120930Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.001.000.000.001.400.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 344717311229212622120930Base Volume Input [veh/h] W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Volumes 9/6/20243Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with FIntersection LOS 2.97d_I, Intersection Delay [s/veh] FFAAApproach LOS 73.0495.840.330.25d_A, Approach Delay [s/veh] 54.6954.6954.6947.4547.4547.450.000.004.240.000.003.7995th-Percentile Queue Length [ft/ln] 2.192.192.191.901.901.900.000.000.170.000.000.1595th-Percentile Queue Length [veh/ln] EFFFFFAABAABMovement LOS 45.46168.06153.1151.42175.88142.450.000.0012.290.000.0010.52d_M, Delay for Movement [s/veh] 0.090.150.260.040.110.330.000.010.050.000.010.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 1100Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 9/6/20244Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.041Volume to Capacity (v/c): ALevel Of Service: 9.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: N 5th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 42571529583215209Total Analysis Volume [veh/h] 162471280152Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 42361427572915188Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.002.002.005.000.000.002.000.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 42361427572915188Base Volume Input [veh/h] W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Volumes 9/6/20245Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 5.02d_I, Intersection Delay [s/veh] AAAAApproach LOS 1.420.749.569.52d_A, Approach Delay [s/veh] 0.300.300.300.220.220.223.893.893.893.203.203.2095th-Percentile Queue Length [ft/ln] 0.010.010.010.010.010.010.160.160.160.130.130.1395th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.310.000.007.268.649.799.448.669.729.56d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.010.040.000.000.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/20246Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.029Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 4: N 3rd Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 517002934845244Total Analysis Volume [veh/h] 140071121161Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 516002734745224Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 516002734745224Base Volume Input [veh/h] W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Volumes 9/6/20247Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.59d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.000.689.079.28d_A, Approach Delay [s/veh] 0.000.000.000.130.130.131.361.361.362.942.942.9495th-Percentile Queue Length [ft/ln] 0.000.000.000.010.010.010.050.050.050.120.120.1295th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.250.000.007.248.459.369.098.589.479.05d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.010.000.000.030.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/20248Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.516Volume to Capacity (v/c): FLevel Of Service: 157.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: N 7th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 3401812144963383213375Total Analysis Volume [veh/h] 80530112411083341Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 3101711144886352912305Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.001.200.000.001.400.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3101711144886352912305Base Volume Input [veh/h] W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Volumes 9/6/20249Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with FIntersection LOS 2.52d_I, Intersection Delay [s/veh] FEAAApproach LOS 95.9439.560.460.04d_A, Approach Delay [s/veh] 68.9968.9968.9911.8311.8311.830.000.811.620.000.100.2195th-Percentile Queue Length [ft/ln] 2.762.762.760.470.470.470.000.030.060.000.000.0195th-Percentile Queue Length [veh/ln] FFFCFFAABAABMovement LOS 63.40175.23157.4016.54133.2685.180.000.0012.130.000.0010.00d_M, Delay for Movement [s/veh] 0.090.000.520.020.030.080.000.010.070.000.010.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 1100Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 9/6/202410Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.052Volume to Capacity (v/c): ALevel Of Service: 9.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 6: N 5th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 525010291194101265Total Analysis Volume [veh/h] 1602732100071Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 52309271083801245Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.005.002.002.002.002.000.002.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 52309271083801245Base Volume Input [veh/h] W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Volumes 9/6/202411Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 5.36d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.001.609.609.64d_A, Approach Delay [s/veh] 0.000.000.000.480.480.484.794.794.793.093.093.0995th-Percentile Queue Length [ft/ln] 0.000.000.000.020.020.020.190.190.190.120.120.1295th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.270.000.007.298.719.809.518.639.699.59d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.010.010.050.000.000.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202412Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.034Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 7: N 3rd Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 12210517408143289Total Analysis Volume [veh/h] 350141024172Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 11190516407133268Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.000.000.000.000.002.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 11190516407133268Base Volume Input [veh/h] W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Volumes 9/6/202413Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 5.02d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.001.129.269.35d_A, Approach Delay [s/veh] 0.000.000.000.170.170.171.951.951.953.623.623.6295th-Percentile Queue Length [ft/ln] 0.000.000.000.010.010.010.080.080.080.140.140.1495th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.240.000.007.278.529.429.178.589.539.07d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.010.020.000.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202414Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.051Volume to Capacity (v/c): BLevel Of Service: 10.2Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 8: N 5th Aveue & W Lamme Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 0825450333859325Total Analysis Volume [veh/h] 020111311101281Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 0755446333558295Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0755446333558295Base Volume Input [veh/h] W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Volumes 9/6/202415Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with BIntersection LOS 4.14d_I, Intersection Delay [s/veh] AABAApproach LOS 0.420.3910.099.88d_A, Approach Delay [s/veh] 0.210.210.210.130.130.134.874.874.874.664.664.6695th-Percentile Queue Length [ft/ln] 0.010.010.010.010.010.010.190.190.190.190.190.1995th-Percentile Queue Length [veh/ln] AAAAAAABBABBMovement LOS 0.000.007.310.000.007.368.9710.1810.108.8110.1410.08d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.050.010.010.040.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202416Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.104Volume to Capacity (v/c): CLevel Of Service: 19.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 9: N 5th Avenue & W Mendenhall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 14799330002132003028Total Analysis Volume [veh/h] 42008000580087Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 13735300001929002826Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.900.000.000.000.000.000.000.000.000.005.30Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 13735300001929002826Base Volume Input [veh/h] W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Volumes 9/6/202417Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with CIntersection LOS 2.01d_I, Intersection Delay [s/veh] AACCApproach LOS 0.000.0016.5118.15d_A, Approach Delay [s/veh] 0.000.000.000.000.000.0012.5612.560.000.0015.6215.6295th-Percentile Queue Length [ft/ln] 0.000.000.000.000.000.000.500.500.000.000.620.6295th-Percentile Queue Length [veh/ln] AAABCCCMovement LOS 0.000.000.000.000.000.0012.6719.040.000.0019.7816.40d_M, Delay for Movement [s/veh] 0.000.010.000.000.000.000.040.110.000.000.100.07V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202418Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.008Volume to Capacity (v/c): ALevel Of Service: 9.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 10: 5th & Site Access Intersection Level Of Service Report YesYesYesCrosswalk 0.000.000.00Grade [%] 25.0025.0025.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftRightThruThruLeftTurning Movement Lane Configuration EastboundSouthboundNorthboundApproach Site AccessN 5th AvenueN 5th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 9710412813Total Analysis Volume [veh/h] 2221073Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.9200Peak Hour Factor 869382612Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 869382612Base Volume Input [veh/h] Site AccessN 5th AvenueN 5th AvenueName Volumes 9/6/202419Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 2.19d_I, Intersection Delay [s/veh] AAAApproach LOS 8.810.002.32d_A, Approach Delay [s/veh] 1.271.270.000.000.550.5595th-Percentile Queue Length [ft/ln] 0.050.050.000.000.020.0295th-Percentile Queue Length [veh/ln] AAAAAAMovement LOS 8.589.100.000.000.007.33d_M, Delay for Movement [s/veh] 0.010.010.000.000.000.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 9/6/202420Scenario 4: 4 2038 PM Peak Hour Version 2023 (SP 0-9) Generated with 0.004Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: N 5th Avenue & W Short Street Intersection Level Of Service Report YesYesYesCrosswalk 0.000.000.00Grade [%] 25.0025.0025.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftThruLeftRightThruTurning Movement Lane Configuration WestboundSouthboundNorthboundApproach W Short StreetN 5th AvenueN 5th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 937834115Total Analysis Volume [veh/h] 2120804Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.9200Peak Hour Factor 837231114Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 0.000.003.800.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 837231114Base Volume Input [veh/h] W Short StreetN 5th AvenueN 5th AvenueName Volumes 9/6/20241Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 2.51d_I, Intersection Delay [s/veh] AAAApproach LOS 8.672.210.00d_A, Approach Delay [s/veh] 0.920.921.441.440.000.0095th-Percentile Queue Length [ft/ln] 0.040.040.060.060.000.0095th-Percentile Queue Length [veh/ln] AAAAAAMovement LOS 8.419.460.007.270.000.00d_M, Delay for Movement [s/veh] 0.010.000.000.020.000.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 9/6/20242Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.126Volume to Capacity (v/c): FLevel Of Service: 70.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: N 7th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.00100.000.000.00Exit Pocket Length [ft] 000000000100No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000001001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 5413146317910952421265521Total Analysis Volume [veh/h] 1434164222381131645Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 501213581689876391160319Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 3.200.000.002.302.000.000.002.304.200.002.207.10Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 501213581689876391160319Base Volume Input [veh/h] W Villard StreetW Villard StreetN 7th AvnueN 7th AvenueName Volumes 9/6/20243Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with FIntersection LOS 3.74d_I, Intersection Delay [s/veh] EEAAApproach LOS 35.8638.780.380.32d_A, Approach Delay [s/veh] 46.9246.9246.9255.0455.0455.040.000.003.650.000.002.3895th-Percentile Queue Length [ft/ln] 1.881.881.882.202.202.200.000.000.150.000.000.1095th-Percentile Queue Length [veh/ln] CFFDFFAAAAABMovement LOS 22.9162.3361.2526.8966.0170.640.000.009.180.000.0010.46d_M, Delay for Movement [s/veh] 0.080.160.170.120.220.130.000.010.050.000.010.03V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 9/6/20244Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.045Volume to Capacity (v/c): ALevel Of Service: 10.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: N 5th Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 329473493835371214Total Analysis Volume [veh/h] 1712821091234Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 327463183532361113Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.005.002.002.008.700.003.802.000.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 327463183532361113Base Volume Input [veh/h] W Villard StreetW Villard StreetN 5th AvenueN 5th AvenueName Volumes 9/6/20245Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 5.76d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.811.319.389.57d_A, Approach Delay [s/veh] 0.170.170.170.390.390.396.926.926.923.143.143.1495th-Percentile Queue Length [ft/ln] 0.010.010.010.020.020.020.280.280.280.130.130.1395th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.300.000.007.278.849.959.588.669.759.87d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.010.040.040.000.010.020.02V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/20246Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.029Volume to Capacity (v/c): ALevel Of Service: 9.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 4: N 3rd Avenue & W Villard Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 120353634248154Total Analysis Volume [veh/h] 051191162011Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 118353334227154Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.004.200.002.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 118353334227154Base Volume Input [veh/h] W Villard StreetW Villard StreetN 3rd AvenueN 3rd AvenueName Volumes 9/6/20247Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.15d_I, Intersection Delay [s/veh] AAAAApproach LOS 0.910.499.379.24d_A, Approach Delay [s/veh] 0.130.130.130.130.130.133.283.283.280.880.880.8895th-Percentile Queue Length [ft/ln] 0.010.010.010.010.010.010.130.130.130.040.040.0495th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.280.000.007.248.599.599.138.519.449.17d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.000.030.010.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/20248Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.051Volume to Capacity (v/c): FLevel Of Service: 54.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: N 7th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 264141041100355116350Total Analysis Volume [veh/h] 71400102511431590Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 24413104192351105840Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.000.000.000.001.902.900.001.600.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 24413104192351105840Base Volume Input [veh/h] W Beall StreetW Beall StreetN 7th AvenueN 7th AvenueName Volumes 9/6/20249Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with FIntersection LOS 1.06d_I, Intersection Delay [s/veh] DEAAApproach LOS 26.1643.920.460.00d_A, Approach Delay [s/veh] 18.7818.7818.784.004.004.000.001.182.360.000.000.0095th-Percentile Queue Length [ft/ln] 0.750.750.750.160.160.160.000.050.090.000.000.0095th-Percentile Queue Length [veh/ln] BFEBFFAAAAABMovement LOS 14.6754.8639.3113.9152.8651.420.000.008.940.000.0010.16d_M, Delay for Movement [s/veh] 0.040.050.120.000.000.050.000.010.060.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 9/6/202410Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.050Volume to Capacity (v/c): ALevel Of Service: 9.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 6: N 5th Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 31843303154118175Total Analysis Volume [veh/h] 1511814100241Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 31743283143817165Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.000.000.000.002.002.002.002.000.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 31743283143817165Base Volume Input [veh/h] W Beall StreetW Beall StreetN 5th AvenueN 5th AvenueName Volumes 9/6/202411Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 5.85d_I, Intersection Delay [s/veh] AAAAApproach LOS 1.160.619.419.27d_A, Approach Delay [s/veh] 0.170.170.170.130.130.135.235.235.232.672.672.6795th-Percentile Queue Length [ft/ln] 0.010.010.010.010.010.010.210.210.210.110.110.1195th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.270.000.007.268.699.689.378.589.539.48d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.010.050.000.010.020.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202412Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.022Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 7: N 3rd Avenue & W Beall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 0135132218185191Total Analysis Volume [veh/h] 031350251020Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 0125122017175181Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.002.000.000.000.000.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0125122017175181Base Volume Input [veh/h] W Beall StreetW Beall StreetN 3rd AvenueN 3rd AvenueName Volumes 9/6/202413Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 4.47d_I, Intersection Delay [s/veh] AAAAApproach LOS 2.020.209.159.24d_A, Approach Delay [s/veh] 0.210.210.210.040.040.042.682.682.680.970.970.9795th-Percentile Queue Length [ft/ln] 0.010.010.010.000.000.000.110.110.110.040.040.0495th-Percentile Queue Length [veh/ln] AAAAAAAAAAAAMovement LOS 0.000.007.270.000.007.238.509.479.028.489.359.05d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.010.020.010.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202414Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.063Volume to Capacity (v/c): BLevel Of Service: 10.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 8: N 5th Aveue & W Lamme Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 44112114934610211Total Analysis Volume [veh/h] 11032921110050Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 44111105834210191Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.000.000.000.005.100.000.003.800.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 44111105834210191Base Volume Input [veh/h] W Lamme StreetW Lamme StreetN 5th AvenueN 5th AvenueName Volumes 9/6/202415Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with BIntersection LOS 3.71d_I, Intersection Delay [s/veh] AABAApproach LOS 0.830.4810.1610.00d_A, Approach Delay [s/veh] 0.050.050.050.380.380.385.375.375.372.292.292.2995th-Percentile Queue Length [ft/ln] 0.000.000.000.020.020.020.210.210.210.090.090.0995th-Percentile Queue Length [veh/ln] AAAAAAABAAABMovement LOS 0.000.007.450.000.007.238.6710.279.928.9910.0010.01d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.010.000.060.000.000.030.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202416Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.078Volume to Capacity (v/c): BLevel Of Service: 13.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 9: N 5th Avenue & W Mendenhall Street Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 1442212000183900910Total Analysis Volume [veh/h] 410530005100022Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 133881100017360089Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.004.200.000.000.000.000.003.800.000.000.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 133881100017360089Base Volume Input [veh/h] W Mendenhall StreetW Mendenhall StreetN 5th AvenueN 5th AvenueName Volumes 9/6/202417Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with BIntersection LOS 1.74d_I, Intersection Delay [s/veh] AABBApproach LOS 0.000.0012.1111.74d_A, Approach Delay [s/veh] 0.000.000.000.000.000.008.408.400.000.002.662.6695th-Percentile Queue Length [ft/ln] 0.000.000.000.000.000.000.340.340.000.000.110.1195th-Percentile Queue Length [veh/ln] AAABBBBMovement LOS 0.000.000.000.000.000.0010.2612.960.000.0012.4211.13d_M, Delay for Movement [s/veh] 0.000.000.000.000.000.000.020.080.000.000.020.02V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 9/6/202418Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with 0.014Volume to Capacity (v/c): ALevel Of Service: 9.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 10: 5th & Site Access Intersection Level Of Service Report YesYesYesCrosswalk 0.000.000.00Grade [%] 25.0025.0025.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftRightThruThruLeftTurning Movement Lane Configuration EastboundSouthboundNorthboundApproach Site AccessN 5th AvenueN 5th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 1713541217Total Analysis Volume [veh/h] 4311052Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.9200Peak Hour Factor 1612538196Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1612538196Base Volume Input [veh/h] Site AccessN 5th AvenueN 5th AvenueName Volumes 9/6/202419Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with AIntersection LOS 3.03d_I, Intersection Delay [s/veh] AAAApproach LOS 8.800.001.83d_A, Approach Delay [s/veh] 2.372.370.000.000.290.2995th-Percentile Queue Length [ft/ln] 0.090.090.000.000.010.0195th-Percentile Queue Length [veh/ln] AAAAAAMovement LOS 8.629.030.000.000.007.31d_M, Delay for Movement [s/veh] 0.020.010.000.000.000.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 9/6/202420Scenario 3: 3 2038 AM Peak Hour Version 2023 (SP 0-9) Generated with APPENDIX D ACCESS SPACING MEMORANDUM MEMORANDUM To: Mr. Tyler Bruggman, Homebase Partners From: Joey Staszcuk, PE, PTOE, RSP1, Senior Transportation Engineer Date: 11/29/2023 Reference: 23509, The Guthrie - Bozeman The purpose of this memo is to provide justification to deviate from the access spacing requirements listed in SEC 38.100.090 – Access section of the Bozeman Municipal Code. Access to the Guthrie development is proposed via one (1) full movement approach on North 5th Avenue. This approach is located on the west side of North 5th Avenue and an existing alley access is located on the east side of North 5th Avenue 25-feet north. Adjacent to the Guthrie site, North 5th Avenue, West Villard Avenue, and West Beall Street are all classified as local street with speed limits of 25-mph. The City of Bozeman Uniform Development Code (UDC) (Table 38.400.090-I) outlines the required distance for access spacing on local streets to be 40-feet. The measure distance from the proposed site access to the alley access on the east side of North 5th Street is 25-feet. A deviation is requested per the UDC, Section 38.400.090.H, for the proposed approach. UDC 38.400.090.H.3.a through 38.400.090.H.3.c are addressed in the Guthrie TIS for the proposed site access intersection. As provided in the Guthrie TIS report, the 95th percentile max queueing occurring for site access is one (1) vehicle in the eastbound and northbound directions and is expected to operate at LOS A during both the AM and PM peak hours. Northbound queues at the North 5th Aveue/West Villard Street and southbound queues at the North 5th Avenue/West Beall Street are expected to be one (1) vehicle for the Future (2038) scenario, therefore, they are not expected to queue back to the proposed approach. Traffic volumes at the existing alley access are predicted to be very low based on the expected origins and destinations the alley serves. Intersection Sight Distance (ISD) was evaluated at the proposed approach location using criteria from the AASHTO Green Book, Tables 9.7 and 9.9, Design Intersection Sight Distance – Left- Turn and Right-Turn from Stop, and a 25-mph design speed was utilized based on the speed limit. There are no vision restrictions within the sight triangles. Clear sight triangles should be evaluated during construction to ensure vision triangles remain clear. Additionally, there is a clear line of site from the proposed site access to the existing alley north of the site. Vehicles movements that ingress and egress from both the proposed site access and existing alley access are expected to be fully visible from either approach. November 29, 2023 2 The location of the proposed Guthrie site access provides a positive offset for left-turning vehicles entering both the site the existing alley which helps to eliminate conflict points. This means there will be no conflicts between left-turning vehicles at the two approaches as they will be staged on the outside of the approach offset and not between the two approaches. Right- turning vehicles that egress from both accesses do not conflict, while left-turning vehicles that egress have the possibility to conflict but the clear sight distance between access points alleviate this concern. It is recommended that site access to The Guthrie Site on North 5th Avenue deviation requests be approved as they are not anticipated to impact the health, safety, or welfare of the public. Please feel free to contact me if you have any questions. W BEALL ST W VILLARD STN 5TH AVEEXISTING ALLEY ACCESS LEFT TURN FROM STOP RIGHT TURN FROM STOP KEY ACCESS SPACING - 25 '