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WestlandLoftsTIS - 10 28 2019
Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Prepared For: C&H Engineering & Surveying 1091 Stoneridge Drive Bozeman, MT 59718 October, 2019 130 South Howie Street Helena, Montana 59601 406-459-1443 Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana i Table of Contents A. Executive Summary ...................................................................................... 1 B. Project Description ........................................................................................ 1 C. Existing Conditions ........................................................................................ 1 Adjacent Roadways .............................................................................. 2 Traffic Counts ........................................................................................ 3 2002/2003 Baxter Meadows Traffic Impact Study ................................. 3 2017 Bozeman Transportation Plan ...................................................... 4 Level of Service ..................................................................................... 4 D. Proposed Development .............................................................................. 5 E. Trip Generation and Assignment ................................................................ 7 F. Trip Distribution .......................................................................................... 7 G. Traffic Impacts Outside of the Development ............................................... 7 H. Long Range Traffic Projections .................................................................. 9 I. Impact Summary & Recommendations ...................................................... 9 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................6 Figure 3 – Trip Distribution ......................................................................................8 List of Tables Table 1 – Existing Level of Service Summary .........................................................5 Table 2 – Trip Generation Rates .............................................................................7 Table 3 – Projected Level of Service Summary ......................................................9 Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 October, 2019 Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Westland Lofts residential development is currently proposed for construction east of Gallatin Green Boulevard near Kimberwicke Street in Bozeman, MT. The project would include 31 residential apartment units and a small commercial area. Once completed in 2020, the project would produce 169 new daily vehicle trips. As proposed, the Westland Lofts will not create any new roadway capacity problems in this area. No roadway improvements recommended with the project. It is recommended that a STOP sign be included at the northern approach to match the existing opposing STOP sign on the Kimberwicke Street approach. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed apartment complex located east of Gallatin Green Boulevard at Kimberwicke Street in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the developments may require. The Westland Lofts residential development would include 31 units and small commercial area in four residential structures with off-street parking. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within ½ mile of a proposed development. This includes the intersections of Kimberwicke Street with Ferguson Avenue, and the intersections of Baxter Lane with Ferguson Avenue and Gallatin Green Boulevard. C. EXISTING CONDITIONS The Westland Lofts residential apartment project is currently proposed to be constructed east of Gallatin Green Boulevard at the end of Kimberwicke Street in Bozeman, Montana. The site is located in a recently developed area comprised of high density single-family homes and apartments. Chief Joseph Middle School is located along Kimberwicke Street two blocks to the west. The property planned for construction currently consists of a 1.4 acre vacant lot which is bordered by the West Village Apartments to the north and wetlands to the east. See Figure 1 for a location map of the proposed development. Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 October, 2019 Figure 1- Proposed Development Site Adjacent Roadways Baxter Lane is a two-way, east/west minor arterial route that extends west from north 19th Avenue and provides access to the northwest portion of Bozeman. Within the Baxter Meadows subdivision the road has a paved width of 48 feet and includes center left-turns and bike lanes. The posted speed limit in this area is 25 MPH. Baxter Lane is signal controlled at the intersection with Davis Lane and has a roundabout at the intersection with Ferguson Avenue. Traffic data collected in 2018 by MDT indicates that Baxter Lane carries 4,500 Vehicles Per Day (VPD) between Ferguson Avenue and Davis Lane. Ferguson Avenue is a two-way north/south collector route that currently extends from Huffine Lane to Cattail Road. North of Baxter Lane the roadway has a paved width of 26 feet and a posted speed limit of 25 MPH with on street parking and bulb-out intersections. Adjacent to Chief Joseph Middle School the road has a posted 15 MPH from 8:00 A.M to 4:30 P.M. Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 October, 2019 Gallatin Green Boulevard is a north/south local road that extends north from Baxter Lane. The road has a divided median from Baxter to Equestrian Lane. North of Equestrian Lane the street has a paved width of 28 feet with on street parking on both sides. Traffic data collected by ATS indicates that the roadway currently carries 500 VPD. Kimberwicke Street is a two-way, east/west local route that extends west from Gallatin Green Boulevard past Chief Joseph Middle School. Kimberwicke Street has a two-lane urban cross-section with a paved width of 28 feet with on-street parking on both sides and bulb-out intersections. Kimberwidke Street is STOP controlled at the intersections with Gallatin Green Boulevard, Milkhouse Avenue, and Ferguson Avenue. Traffic Counts The traffic data used for this report was collected on the surrounding road system by ATS in September of 2019. The collected data includes turning movement counts at the intersections of Baxter Lane with Ferguson Avenue and Gallatin Green Boulevard and the intersection of Kimberwicke Street with Ferguson Avenue. Additional 24-hour traffic volume data was collected along Gallatin Green Boulevard near Kimbewicke Street. Refer to Figure 1 for detail of the data collection/acquisition sites. The raw traffic data is included in Appendix A of this report. 2002/2003 Baxter Meadows Traffic Impact Study The City of Bozeman requested a review of the traffic impacts from the Baxter Meadows Subdivision as a whole to compare with the original analysis that was done for the project in in 2002 and 2003. The original traffic impact study anticipated the development of a variety of homes and commercial space within the area. In total, it was anticipated that the Baxter Meadow Subdivision would produce over 17,000 new daily trips in this area upon buildout of Phase III of the project in 2005. The TIS recommended the installation of the roundabout at Ferguson Road and the recent traffic signal at Davis Street, which are currently in place. However, the TIS did not fully anticipate the development of the extensive road network that has been constructed in this area over the last 15 years. The detailed information regarding the traffic projections from the original Baxter Meadows TIS are not currently available. The information records available from the City of Bozeman for the project included summaries of the Baxter Meadows TIS, but not the fully detailed report. Abelin Traffic Services contacted Robert Peccia & Associates, the original authors of the TIS, and requested the TIS files with the full supplementary traffic data for the project. This information was also not available from Robert Peccia & Associates. Without the full original traffic report for the original Baxter Meadows subdivision, it is not possible to do a direct comparison of the current traffic patterns in this area to those originally envisioned in Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 October, 2019 the traffic impact study. With the large changes in the road network throughout the northwestern portion of Bozeman, it may not be possible to do a meaningful comparison of the overall traffic impacts in this area from the Baxter Meadows Subdivision. At this point it would be more valuable to review the growth and development in this area from the perspective of the Bozeman Transportation Master Plan traffic forecasts and current roadway improvement recommendations. 2017 Bozeman Transportation Master Plan The 2017 Bozeman Transportation Master Plan projects traffic conditions on roadways throughout Bozeman through 2040 and provides short-term and long-term recommendations for the roadway network. The plan contains a variety of recommendations for the roadways in this area. These improvements include: MSN-10 Cattail Street (Davis Lane to Harper Puckett Road) Construct Cattail Street, from the intersection with Davis Lane west of its current termini point, to a three-lane urban collector roadway. The portion of Cattail Street between Davis Lane and Ferguson Avenue has been constructed but not to a full build-out configuration. Cost - $3,000,000 TSM-10 Davis Lane and Cattail Street Geometric improvements to the intersection with a single-lane roundabout or traffic signal when warrants are met. Cost - $2,000,000 The 2017 Transportation Plan also identified LOS deficiencies at the intersection of Baxter Lane with Davis Lane which was STOP controlled at that time. This issue was corrected in 2019 with the installation of a traffic signal at this location. Level of Service Using the data collected for this project, ATS conducted a Level of Service (LOS) analysis at area intersections. This evaluation was conducted in accordance with the procedures outlined in the Transportation Research Board’s Highway Capacity Manual (HCM) - Special Report 209 and the Highway Capacity Software (HCS) version 7.8. Intersections are graded from A to F representing the average delay that a vehicle entering an intersection can expect. Typically, a LOS of C or better is considered acceptable for peak-hour conditions. Table 1 shows the existing 2019 LOS for the AM and PM peak hours without generated traffic from the Westland Lofts project. The LOS calculations are included in Appendix C. The table shows that all of the intersections within the study area are functioning at an acceptable LOS under current peak traffic conditions. The roundabout at the intersection of Ferguson Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 October, 2019 venue Baxter Lane is function at LOS A during the peak traffic periods. Total peak hour entering volume is 1,200 VPH. Traffic volumes at Kimberwicke are highest in the AM peak hour, but still operating at LOS B and C. The intersections along Gallatin Green are operating well under capacity at LOS A and B. No roadway modification are needed to meet the current traffic demand at the study intersections. Table 1 – Existing 2019 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Baxter Lane & Ferguson Avenue 7.5 A 7.1 A Baxter Lane & Gallatin Green Boulevard* 14.8 B 14.3 B Ferguson Avenue & Kimberwicke Street 11.7/17.2 B/C 10.6/10.8 B/B *Eastbound/Westbound or North/South Side Street LOS and Delay D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 1.4 acres of land located east of Gallatin Green Boulevard which would be developed into four residential apartment buildings. The project would be located at the end of Kimberwicke Street and would include 31 residential apartment units and 3,360 S.F. of commercial retail/office space primarily intended to serve area residents. The project would be bordered to the north by the West Village Apartments and to the east by wetlands. Access to the site would be from two approaches onto Gallatin Greet Boulevard. The north access to the site would be aligned slightly south (15 feet) of the existing Kimberwicke Street intersection. This configuration was developed because the existing property line locations and setback requirements made it impossible to line up the new approach exactly with Kimberwicke Street. The south approach would be located 210 feet south of Kimberwicke Street. Sidewalks would be developed on the west side of the project to connect with the existing sidewalks and trails in this area. The project would include 67 on-site parking spaces including 43 exterior spaces and 24 garage spaces to meet City of Bozeman standards. The Westland Lofts site plan is shown in Figure 2. Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 October, 2019 Figure 2 – Proposed Development Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 October, 2019 E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the proposed development using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Tenth Edition). These rates are the national standard and are based on the most current information available to planners. A vehicle “trip” is defined as any trip that either begins or ends at the development site. ATS determined that the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. According to the ITE trip generation rates, at full build-out the development would produce 12 AM peak hour trips, 15 PM peak hour trips, and 211 daily trips. See Table 2 for detailed trip generation information. Table 2 - Trip Generation Rates Land Use Units AM Peak Hour Trip Ends per Unit Total AM Peak Hour Trip Ends PM Peak Hour Trip Ends per Unit Total PM Peak Hour Trip Ends Weekday Trip Ends per Unit Total Weekday Trip Ends Apartment #221 31 Units 0.36 11 0.44 14 5.44 169 Business Park #770 3.36 KSF 0.4 1 0.42 1 12.44 42 Total 12 15 211 F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivisions was based upon the existing ADT volumes along the adjacent roadways and the peak-hour turning volumes. Traffic is expected to distribute onto the surrounding road network as shown on Figure 2. G. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. The anticipated intersection LOS with the Westland Lofts is shown in Table 3. The traffic volume calculations are included in Appendix B of this report. The table indicates that the development of the Westland Lofts will have little impact on the LOS of the surrounding road network. The LOS at area intersections will increase by less than a second per vehicle. Total traffic volume increases on the road network will be less than 1% percent on Baxter Lane and 2% on Ferguson Avenue. Traffic volume increases on Gallatin Green Parkway would be less than 100 VPD and would not significantly affect the traffic operations along this Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 October, 2019 roadway. The traffic impacts from the commercial space will be minimal. No road improvements would be needed to support the vehicular traffic from the proposed development. Figure 3 – Trip Distribution The design and setback requirements which requires the slight offset of the northern approach to the apartments will not create any traffic issues at the intersection with Kimberwicke Street. Although it would be ideal for the approach to the apartments to line up exactly with Kimberwicke Street, the 15-foot north/south offset of the two approach will not create any operational issues at this intersection. The traffic volume along this section of Kimberwicke Street and Gallatin Green Boulevard are very low (approximately 500 VPD) and are not expected to increase substantially in the future. The Westland Lofts project will add only 50-100 VPD to this intersection (5-10 vehicles per hour). The developers will set a vision triangle to ensure that no vision obstructions exist near the approaches. It is recommended that a STOP sign be included at the northern approach to match the existing opposing STOP sign on the Kimberwicke Street approach. Cattail Street Fe r g u s o n A v e n u e 35% 15% Baxter Lane 30% Ga l l a t i n G r e e n Kimberwicke Street Westland Lofts 15% 5% Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 October, 2019 Table 3 –Projected Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Baxter Lane & Ferguson Avenue 7.6 A 7.1 A Baxter Lane & Gallatin Green Boulevard* 14.9 B 14.3 B Ferguson Avenue & Kimberwicke Street 11.7/18.1 B/C 10.6/10.8 B/B Kimberwicke Street & Gallatin Green Boulevard (North Approach)* 8.9 A 9.1 A *Eastbound/Westbound or North/South Side Street LOS and Delay H. LONG RANGE TRAFFIC PROJECTIONS The 2017 Bozeman Transportation Master Plan (BTMP) projects traffic conditions on roadways throughout Bozeman through 2040, considering all anticipated land development projects which are expected to occur in this area of Bozeman over the next 25 years. The BTMP suggests that traffic volumes on Baxter Lane will increase to 10,000 VPD near Ferguson Avenue and traffic volumes on Ferguson Avenue will increase to 5,000 VPD south of Baxter Lane by 2040. Traffic volumes on Ferguson Avenue south of Baxter Lane are already nearing 4,500 VPD. It is likely that the additional major north/south routes that are currently being developed in this area (Cottonwood Road and Flanders Mill Road) will ultimately limit the maximum future traffic volume on Ferguson Road to approximately 5,000 VPD, while traffic volume along Baxter Lane may ultimately double to near 10,000 VPD as the community continues to grow to the west. In order to evaluate the 15-year traffic volume projections for this area ATS reviewed the 2040 traffic volumes from the Bozeman Transportation Master Plan and scaled the anticipated traffic volume growth to likely 2034 conditions using an overall traffic volume growth rate of 50%. This growth factor was applied in addition to the projected traffic volumes calculated for the Westland Lofts Development. The results indicate that the roundabout at Baxter Lane and Ferguson Avenue will still function at LOS C through 2035 with no modifications. The additional traffic on Baxter Lane may cause the intersection with Gallatin Green Boulevard to fall to LOS D during the AM peak hour, but it is likely that more traffic will divert to the roundabout at Ferguson Avenue as needed to access Baxter Lane. The remaining study intersections will continue to function at acceptable LOS through 2035. I. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Westland Lofts will not create any new roadway capacity problems in this area. No roadway improvements recommended with the project. It is recommended that a STOP sign Westland Lofts/Baxter Meadows Traffic Impact Study Bozeman, Montana Abelin Traffic Services 10 October, 2019 be included at the northern approach to match the existing opposing STOP sign on the Kimberwicke Street approach. APPENDIX A Traffic Data File Name : BaxterFergusonTMC Site Code : 00000000 Start Date : 9/18/2019 Page No : 1 Groups Printed- Class 1 - Class 2 Ferguson Southbound Baxter Westbound Ferguson Northbound Baxter Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total*** BREAK *** 07:30 AM 20 16 12 0 48 11 45 9 1 66 4 15 5 1 25 9 39 12 1 61 200 07:45 AM 16 32 23 0 71 20 47 7 2 76 6 22 10 0 38 25 35 28 1 89 274 Total 36 48 35 0 119 31 92 16 3 142 10 37 15 1 63 34 74 40 2 150 474 08:00 AM 16 64 47 0 127 25 34 7 1 67 3 24 2 0 29 12 40 24 0 76 299 08:15 AM 11 19 10 1 41 8 39 4 1 52 4 9 7 0 20 12 41 14 0 67 180 *** BREAK *** Total 27 83 57 1 168 33 73 11 2 119 7 33 9 0 49 24 81 38 0 143 479 *** BREAK *** 04:30 PM 5 15 11 0 31 15 47 9 0 71 3 20 7 0 30 9 54 28 0 91 223 04:45 PM 10 13 5 0 28 14 50 17 0 81 6 28 11 0 45 11 57 31 4 103 257 Total 15 28 16 0 59 29 97 26 0 152 9 48 18 0 75 20 111 59 4 194 480 05:00 PM 13 14 7 0 34 19 71 15 0 105 7 20 11 0 38 18 45 18 1 82 259 05:15 PM 11 18 13 0 42 25 72 8 0 105 6 27 9 0 42 15 69 27 0 111 300 *** BREAK *** Total 24 32 20 0 76 44 143 23 0 210 13 47 20 0 80 33 114 45 1 193 559 Grand Total 102 191 128 1 422 137 405 76 5 623 39 165 62 1 267 111 380 182 7 680 1992 Apprch %24.2 45.3 30.3 0.2 22 65 12.2 0.8 14.6 61.8 23.2 0.4 16.3 55.9 26.8 1 Total %5.1 9.6 6.4 0.1 21.2 6.9 20.3 3.8 0.3 31.3 2 8.3 3.1 0.1 13.4 5.6 19.1 9.1 0.4 34.1 Class 1 101 189 128 1 419 135 399 76 5 615 35 163 60 1 259 111 369 179 7 666 1959 % Class 1 99 99 100 100 99.3 98.5 98.5 100 100 98.7 89.7 98.8 96.8 100 97 100 97.1 98.4 100 97.9 98.3 Class 2 1 2 0 0 3 2 6 0 0 8 4 2 2 0 8 0 11 3 0 14 33 % Class 2 1 1 0 0 0.7 1.5 1.5 0 0 1.3 10.3 1.2 3.2 0 3 0 2.9 1.6 0 2.1 1.7 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : BaxterGallatinTMC Site Code : 00000000 Start Date : 9/18/2019 Page No : 1 Groups Printed- Class 1 - Class 2 Gallatin Green Southbound Baxter Westbound Gallatin Green Northbound Baxter Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total*** BREAK *** 07:30 AM 6 0 9 0 15 4 37 0 0 41 0 0 0 0 0 0 57 0 0 57 113 07:45 AM 2 0 17 0 19 2 66 0 0 68 0 0 0 0 0 0 57 1 0 58 145 Total 8 0 26 0 34 6 103 0 0 109 0 0 0 0 0 0 114 1 0 115 258 08:00 AM 3 0 18 0 21 1 66 0 0 67 0 0 0 0 0 0 68 0 0 68 156 08:15 AM 2 0 18 1 21 4 66 0 0 70 0 0 0 0 0 0 94 1 0 95 186 *** BREAK *** Total 5 0 36 1 42 5 132 0 0 137 0 0 0 0 0 0 162 1 0 163 342 *** BREAK *** 04:30 PM 3 0 6 0 9 9 82 0 0 91 0 0 0 0 0 0 62 1 0 63 163 04:45 PM 1 0 6 0 7 13 83 0 0 96 0 0 0 0 0 0 78 0 0 78 181 Total 4 0 12 0 16 22 165 0 0 187 0 0 0 0 0 0 140 1 0 141 344 05:00 PM 1 0 7 0 8 6 96 0 0 102 0 0 0 0 0 0 71 2 0 73 183 05:15 PM 1 0 6 0 7 20 95 0 0 115 0 0 0 0 0 0 69 2 0 71 193 *** BREAK *** Total 2 0 13 0 15 26 191 0 0 217 0 0 0 0 0 0 140 4 0 144 376 Grand Total 19 0 87 1 107 59 591 0 0 650 0 0 0 0 0 0 556 7 0 563 1320 Apprch %17.8 0 81.3 0.9 9.1 90.9 0 0 0 0 0 0 0 98.8 1.2 0 Total %1.4 0 6.6 0.1 8.1 4.5 44.8 0 0 49.2 0 0 0 0 0 0 42.1 0.5 0 42.7 Class 1 19 0 87 1 107 59 590 0 0 649 0 0 0 0 0 0 547 7 0 554 1310 % Class 1 100 0 100 100 100 100 99.8 0 0 99.8 0 0 0 0 0 0 98.4 100 0 98.4 99.2 Class 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 9 0 0 9 10 % Class 2 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0 0 0 0 1.6 0 0 1.6 0.8 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : KimberwickiTMC Site Code : 00000000 Start Date : 9/18/2019 Page No : 1 Groups Printed- Class 1 - Class 2 Ferguson Southbound Kimberwicki Westbound Ferguson Northbound Kimberwicki Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total*** BREAK *** 07:30 AM 3 12 0 0 15 0 0 3 0 3 0 17 7 0 24 4 1 0 0 5 47 07:45 AM 5 13 1 2 21 0 3 2 2 7 0 27 25 1 53 22 0 7 1 30 111 Total 8 25 1 2 36 0 3 5 2 10 0 44 32 1 77 26 1 7 1 35 158 08:00 AM 27 26 3 19 75 0 2 0 5 7 1 12 54 0 67 49 2 4 18 73 222 08:15 AM 9 13 1 2 25 1 1 4 0 6 4 8 43 0 55 38 1 10 1 50 136 *** BREAK *** Total 36 39 4 21 100 1 3 4 5 13 5 20 97 0 122 87 3 14 19 123 358 *** BREAK *** 04:30 PM 7 14 0 0 21 1 0 4 4 9 8 29 8 0 45 10 4 12 0 26 101 04:45 PM 5 22 1 2 30 1 0 0 4 5 5 33 6 0 44 8 2 7 0 17 96 Total 12 36 1 2 51 2 0 4 8 14 13 62 14 0 89 18 6 19 0 43 197 05:00 PM 7 14 0 1 22 0 0 0 1 1 5 20 6 1 32 5 0 4 1 10 65 05:15 PM 2 18 1 4 25 0 0 0 1 1 4 20 11 1 36 12 0 8 0 20 82 *** BREAK *** Total 9 32 1 5 47 0 0 0 2 2 9 40 17 2 68 17 0 12 1 30 147 Grand Total 65 132 7 30 234 3 6 13 17 39 27 166 160 3 356 148 10 52 21 231 860 Apprch %27.8 56.4 3 12.8 7.7 15.4 33.3 43.6 7.6 46.6 44.9 0.8 64.1 4.3 22.5 9.1 Total %7.6 15.3 0.8 3.5 27.2 0.3 0.7 1.5 2 4.5 3.1 19.3 18.6 0.3 41.4 17.2 1.2 6 2.4 26.9 Class 1 65 132 7 30 234 3 2 11 17 33 26 165 160 3 354 148 9 52 21 230 851 % Class 1 100 100 100 100 100 100 33.3 84.6 100 84.6 96.3 99.4 100 100 99.4 100 90 100 100 99.6 99 Class 2 0 0 0 0 0 0 4 2 0 6 1 1 0 0 2 0 1 0 0 1 9 % Class 2 0 0 0 0 0 0 66.7 15.4 0 15.4 3.7 0.6 0 0 0.6 0 10 0 0 0.4 1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Basic Volume Summary: GALLATIN GRN Grand Total For Data From: 17:00 - 09/17/2019 To: 17:59 - 09/18/2019 Total Count 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane #1 11020419 1 144 1 310 8 8 20 21 19 32 12 15 8 5 5 213 Lane #2 010022 1 4 2 4 1 646 1 91 869 1 9 2 5 2 9 2 6 2 19502257 TOTAL 120226 1 5 3 3 2 78 1 0 3 228 14 17 39 46 48 58 33 24 13 5 7 470 Percents:0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Lane #1 0% 0% 0% 1% 0% 2% 0% 4% 5% 2% 2% 6% 5% 4% 4% 9% 10% 9% 15% 6% 7% 4% 2% 2% Lane #2 0% 0% 0% 0% 1% 1% 5% 9% 6% 2% 2% 7% 7% 2% 4% 7% 10% 11% 10% 8% 4% 2% 0% 1% TOTAL 0% 0% 0% 0% 0% 1% 3% 7% 6% 2% 2% 7% 6% 3% 4% 8% 10% 10% 12% 7% 5% 3% 1% 1% ADT:0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane #1 11020419 1 144 1 310 8 8 20 21 19 32 12 15 8 5 5 213 Lane #2 010022 1 4 2 4 1 646 1 91 869 1 9 2 5 2 9 2 6 2 19502257 TOTAL 120226 1 5 3 3 2 78 1 0 3 228 14 17 39 46 48 58 33 24 13 5 7 470 LANE #1 DW Totals : # Days : ADT : Percent : Sun Mon Tue Wed Thu Fri Sat Total Percent 0 0 96 117 0 0 0 0.0 0.0 0.3 0.7 0.0 0.0 0.0 0 0 329 165 0 0 0 0% 0% 45% 55% 0% 0% 0% Weekday (Mon-Fri) : ADT : Weekend (Sat-Sun) : ADT : 213 100% 213 00 % 0 LANE #2 DW Totals : # Days : ADT : Percent : Sun Mon Tue Wed Thu Fri Sat Total Percent 0 0 92 165 0 0 0 0.0 0.0 0.3 0.7 0.0 0.0 0.0 0 0 315 233 0 0 0 0% 0% 36% 64% 0% 0% 0% Weekday (Mon-Fri) : ADT : Weekend (Sat-Sun) : ADT : 257 100% 257 00 % 0 ALL LANES DW Totals : # Days : ADT : Percent : Sun Mon Tue Wed Thu Fri Sat Total Percent 0 0 188 282 0 0 0 0.0 0.0 0.3 0.7 0.0 0.0 0.0 0 0 645 398 0 0 0 0% 0% 40% 60% 0% 0% 0% Weekday (Mon-Fri) : ADT : Weekend (Sat-Sun) : ADT : 470 100% 470 00 % 0 Centurion Basic Volume Report Printed: 10/10/19 Page 4 APPENDIX B Traffic Model Westland Lofts Existing 2019 90 Cattail Existing 2019 90 Cattail AM Peak Hour 90 PM Peak Hour 90 (15 Min x 4)(15 Min x 4) Factor 1 11.7/17.2 B/C 10.6/10.8 B/B 108 0 108 5 0 28 4 32 5 0 108 4 112 12 0 56 0 56 15 0 12 0 12 0 0 0 16 16 0 0 Kimberwicki 16 216 232 5 6 Kimberwicki 48 32 80 5 16 4 64 68 0 6 16 116 132 0 16 196 4 200 12 0 40 32 72 15 0 444 288 732 188 200 388 Ferguson Ave Gallatin Green Ferguson Ave Gallatin Green 7.5 A 7.1 A 64 100 164 14.8 B 44 100 144 14.3 B 256 136 392 624 8 16 72 288 360 772 4 80 188 28 216 72 264 52 32 84 24 380 Baxter Lane 96 8 104 4 Baxter Lane 108 36 144 8 160 96 256 376 276 108 384 276 48 12 60 60 24 84 812 380 1192 612 588 1200 448 332 Westland Lofts Site Generated Traffic 0 Cattail Site Generated Traffic 1 Cattail AM Peak Hour 1 PM Peak Hour 1 1 1 1 3 0 2 2 0 5 1 1 3 Kimberwicki Westland Kimberwicki Westland 0 1 Lofts 1 3 Lofts 1 2 IN 3 2 5 IN 9 OUT 9 OUT 6 Ferguson Ave Gallatin Green Ferguson Ave Gallatin Green 1 0 2 0 1 1 1 0 1 3 1 3 1 2 Baxter Lane 0 0 Baxter Lane 1 1 0 1 0 2 0 1 Westland Lofts Projected Traffic With Westland Cattail Projected Traffic With Westland Cattail AM Peak Hour PM Peak Hour 11.7/18.1 B/C 8.9 A 10.6/10.8 B/B 9.1 A 108 0 108 5 1 28 4 32 5 1 108 5 113 12 3 56 0 56 15 2 12 2 14 0 5 0 17 17 1 3 Kimberwicki 16 216 232 5 6 Kimberwicki 48 32 80 5 16 4 64 68 1 6 17 116 133 3 16 196 5 201 12 2 40 34 74 15 5 444 291 736 189 204 393 1.005 1.012 Ferguson Ave Gallatin Green Ferguson Ave Gallatin Green 7.6 A 7.1 A 65 100 165 14.9 B 44 100 144 14.3 B 258 136 394 9 17 73 288 361 5 83 188 29 217 75 264 52 33 85 26 380 Baxter Lane 96 8 104 4 Baxter Lane 109 36 145 9 160 97 257 376 276 110 386 276 48 12 60 60 25 85 815 382 1197 615 592 1206 1.004 1.005 APPENDIX C LOS Calculations HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Baxter & Ferguson Agency or Co.ATS E/W Street Name Baxter Lane Date Performed 10/3/2019 N/S Street Name Ferguson Avenue Analysis Year 2019 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak Existing Peak Hour Factor 1.00 Project Description Westland Lofts Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 96 160 48 0 28 136 100 0 8 96 12 0 188 256 64 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 99 165 49 0 29 140 103 0 8 99 12 0 194 264 66 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 313 272 119 524 Entry Volume, veh/h 304 264 116 509 Circulating Flow (vc), pc/h 487 206 458 177 Exiting Flow (vex), pc/h 371 214 301 342 Capacity (cpce), pc/h 840 1118 865 1152 Capacity (c), veh/h 815 1086 840 1118 v/c Ratio (x)0.37 0.24 0.14 0.45 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 8.9 5.6 5.7 8.1 Lane LOS A A A A 95% Queue, veh 1.7 1.0 0.5 2.4 Approach Delay, s/veh 8.9 5.6 5.7 8.1 Approach LOS A A A A Intersection Delay, s/veh | LOS 7.5 A Copyright © 2019 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8 Generated: 10/10/2019 3:18:05 PMRoundAM.xro HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Baxter & Ferguson Agency or Co.ATS E/W Street Name Baxter Lane Date Performed 10/3/2019 N/S Street Name Ferguson Avenue Analysis Year 2019 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak Existing Peak Hour Factor 1.00 Project Description Westland Lofts Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 109 276 60 0 33 288 100 0 36 110 25 0 52 73 44 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 112 284 62 0 34 297 103 0 37 113 26 0 54 75 45 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 458 434 176 174 Entry Volume, veh/h 445 421 171 169 Circulating Flow (vc), pc/h 163 262 450 368 Exiting Flow (vex), pc/h 364 379 328 171 Capacity (cpce), pc/h 1169 1056 872 948 Capacity (c), veh/h 1135 1026 847 921 v/c Ratio (x)0.39 0.41 0.20 0.18 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.2 8.0 6.3 5.7 Lane LOS A A A A 95% Queue, veh 1.9 2.0 0.8 0.7 Approach Delay, s/veh 7.2 8.0 6.3 5.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 7.1 A Copyright © 2019 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8 Generated: 10/10/2019 3:19:00 PMRoundPM.xro HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Gallatin & Baxter Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Baxter Lane Analysis Year 2019 North/South Street Gallatin Green Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume (veh/h)4 376 264 16 72 8 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 80 Capacity, c (veh/h)1277 447 v/c Ratio 0.00 0.18 95% Queue Length, Q₉₅ (veh)0.0 0.6 Control Delay (s/veh)7.8 14.8 Level of Service (LOS)A B Approach Delay (s/veh)0.1 14.8 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:19:34 PMGallatinAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Gallatin & Baxter Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Baxter Lane Analysis Year 2019 North/South Street Gallatin Green Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume (veh/h)8 276 380 80 24 4 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 28 Capacity, c (veh/h)1096 417 v/c Ratio 0.01 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.2 Control Delay (s/veh)8.3 14.3 Level of Service (LOS)A B Approach Delay (s/veh)0.2 14.3 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:20:07 PMGallatinPM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Kimberwicke Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Kimberwicke Street Analysis Year 2019 North/South Street Ferguson Avenue Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)16 4 196 1 4 1 216 64 4 12 108 108 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)216 6 216 12 Capacity, c (veh/h)751 301 1348 1527 v/c Ratio 0.29 0.02 0.16 0.01 95% Queue Length, Q₉₅ (veh)1.2 0.1 0.6 0.0 Control Delay (s/veh)11.7 17.2 8.2 7.4 Level of Service (LOS)B C A A Approach Delay (s/veh)11.7 17.2 6.5 0.5 Approach LOS B C Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:20:34 PMKimberwickeAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Kimberwicke Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Kimberwicke Street Analysis Year 2019 North/South Street Ferguson Avenue Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)48 16 40 16 1 4 32 116 32 1 56 28 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)104 21 32 1 Capacity, c (veh/h)748 646 1506 1427 v/c Ratio 0.14 0.03 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.5 0.1 0.1 0.0 Control Delay (s/veh)10.6 10.8 7.4 7.5 Level of Service (LOS)B B A A Approach Delay (s/veh)10.6 10.8 1.5 0.1 Approach LOS B B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:21:14 PMKimberwickePM.xtw HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Baxter & Ferguson Agency or Co.ATS E/W Street Name Baxter Lane Date Performed 10/3/2019 N/S Street Name Ferguson Avenue Analysis Year 2020 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Project Description Westland Lofts Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 96 160 48 0 29 136 100 0 8 97 12 0 188 257 65 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 99 165 49 0 30 140 103 0 8 100 12 0 194 265 67 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 313 273 120 526 Entry Volume, veh/h 304 265 117 511 Circulating Flow (vc), pc/h 489 207 458 178 Exiting Flow (vex), pc/h 371 215 302 344 Capacity (cpce), pc/h 838 1117 865 1151 Capacity (c), veh/h 814 1085 840 1117 v/c Ratio (x)0.37 0.24 0.14 0.46 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 8.9 5.6 5.7 8.2 Lane LOS A A A A 95% Queue, veh 1.7 1.0 0.5 2.4 Approach Delay, s/veh 8.9 5.6 5.7 8.2 Approach LOS A A A A Intersection Delay, s/veh | LOS 7.6 A Copyright © 2019 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8 Generated: 10/10/2019 3:26:09 PMRoundAMwith.xro HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Baxter & Ferguson Agency or Co.ATS E/W Street Name Baxter Lane Date Performed 10/3/2019 N/S Street Name Ferguson Avenue Analysis Year 2020 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Project Description Westland Lofts Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 108 276 60 0 32 288 100 0 36 108 24 0 52 72 44 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 111 284 62 0 33 297 103 0 37 111 25 0 54 74 45 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 457 433 173 173 Entry Volume, veh/h 444 420 168 168 Circulating Flow (vc), pc/h 161 259 449 367 Exiting Flow (vex), pc/h 363 379 325 169 Capacity (cpce), pc/h 1171 1060 873 949 Capacity (c), veh/h 1137 1029 848 921 v/c Ratio (x)0.39 0.41 0.20 0.18 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.1 7.9 6.3 5.7 Lane LOS A A A A 95% Queue, veh 1.9 2.0 0.7 0.7 Approach Delay, s/veh 7.1 7.9 6.3 5.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 7.1 A Copyright © 2019 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8 Generated: 10/10/2019 3:26:43 PMRoundPMwith.xro HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Gallatin & Baxter Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Baxter Lane Analysis Year 2020 North/South Street Gallatin Green Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume (veh/h)4 376 264 17 75 9 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 84 Capacity, c (veh/h)1276 448 v/c Ratio 0.00 0.19 95% Queue Length, Q₉₅ (veh)0.0 0.7 Control Delay (s/veh)7.8 14.9 Level of Service (LOS)A B Approach Delay (s/veh)0.1 14.9 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:27:20 PMGallatinAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Gallatin & Baxter Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Baxter Lane Analysis Year 2020 North/South Street Gallatin Green Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume (veh/h)9 276 380 83 26 5 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 31 Capacity, c (veh/h)1093 418 v/c Ratio 0.01 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.2 Control Delay (s/veh)8.3 14.3 Level of Service (LOS)A B Approach Delay (s/veh)0.3 14.3 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:27:52 PMGallatinPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Kimberwicke Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Kimberwicke Street Analysis Year 2020 North/South Street Ferguson Avenue Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)16 4 196 2 4 1 216 64 5 12 108 108 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)216 7 216 12 Capacity, c (veh/h)751 282 1348 1526 v/c Ratio 0.29 0.02 0.16 0.01 95% Queue Length, Q₉₅ (veh)1.2 0.1 0.6 0.0 Control Delay (s/veh)11.7 18.1 8.2 7.4 Level of Service (LOS)B C A A Approach Delay (s/veh)11.7 18.1 6.5 0.5 Approach LOS B C Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:28:35 PMKimberwickeAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Kimberwicke Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Kimberwicke Street Analysis Year 2020 North/South Street Ferguson Avenue Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)48 17 40 17 1 4 32 116 34 1 56 28 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)105 22 32 1 Capacity, c (veh/h)746 642 1506 1425 v/c Ratio 0.14 0.03 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.5 0.1 0.1 0.0 Control Delay (s/veh)10.6 10.8 7.4 7.5 Level of Service (LOS)B B A A Approach Delay (s/veh)10.6 10.8 1.5 0.1 Approach LOS B B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:29:19 PMKimberwickePMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Gallating & Kimberwicke Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Kimberwicke Street Analysis Year 2020 North/South Street Gallatin Green Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 1 12 4 2 1 6 6 2 1 15 5 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 7 6 1 Capacity, c (veh/h)1014 926 1590 1606 v/c Ratio 0.02 0.01 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 Control Delay (s/veh)8.6 8.9 7.3 7.2 Level of Service (LOS)A A A A Approach Delay (s/veh)8.6 8.9 3.1 0.3 Approach LOS A A Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:29:56 PMKimGallAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Gallating & Kimberwicke Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/3/2019 East/West Street Kimberwicke Street Analysis Year 2020 North/South Street Gallatin Green Time Analyzed AM Peak With Westland Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Westland Lofts Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 1 12 4 2 1 6 6 2 1 15 5 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 7 6 1 Capacity, c (veh/h)1014 926 1590 1606 v/c Ratio 0.02 0.01 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 Control Delay (s/veh)8.6 8.9 7.3 7.2 Level of Service (LOS)A A A A Approach Delay (s/veh)8.6 8.9 3.1 0.3 Approach LOS A A Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 10/10/2019 3:30:23 PMKimGallPMwith.xtw