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HomeMy WebLinkAbout19 - Traffic Impact Study - Annex Student Living (19th and Remington) Annex Student Living Traffic Impact Study Bozeman, Montana Prepared For: C&H Engineering & Surveying 1091 Stoneridge Drive Bozeman, MT 59718 June, 2019 130 South Howie Street Helena, Montana 59601 406-459-1443 Annex Student Living 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 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 ............................................... 8 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 – Historic Average Daily Traffic Data ..........................................................4 Table 2 – Existing Level of Service Summary .........................................................5 Table 3 – Trip Generation Rates .............................................................................7 Table 4 – Projected Level of Service Summary ......................................................9 Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 June, 2019 Annex Student Living Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Annex Student Living project is currently proposed for construction west of South 19th Avenue in Bozeman, MT. The project would include 122 residential apartment units. Once completed in 2020, the project would produce 642 new daily vehicle trips. As proposed, the Annex Student Living project will not create any new roadway capacity problems in this area. The 2017 Bozeman Transportation Master Plan recommends installing a traffic/pedestrian signal at the intersection of Lincoln Road and 19th Avenue to address traffic flow and pedestrian/bicycle crossing safety at this location. It is likely that much of the pedestrian traffic from the Annex Student Living project would cross 19th Avenue at this location. The developers should work with the City of Bozeman to implement this improvement. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed student apartment complex located west of 19th Avenue and south of Remington Way in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the developments may require. The Annex Student Living development would include 122 units in a four-story apartment building with internal 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 19th Avenue with Lincoln Road, Remington Way, Kagy Boulevard, and Stucky Road. C. EXISTING CONDITIONS The Annex Student Living project is currently proposed to the west of South 19th Avenue between West Kagy Boulevard and Remington Way in Bozeman, Montana. The site is located in a recently developed area comprised of commercial properties to the east and residential properties to the west. The property planned for construction is currently vacant. The site is located ¾ miles west of the Montana State University campus. Adjacent businesses include Stockman Bank and Bozeman Broker Group between the development and South 19th Avenue. See Figure 1 for a location map of the proposed development. Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 June, 2019 Figure 1- Proposed Development Site Adjacent Roadways South 19th Avenue is a two-way, north/south principal arterial route that extends south from Main Street in Bozeman, adjacent to the Montana State University campus. The roadway has a 5-lane urban cross-section with a paved width of 70 feet and north/south bicycle lanes. A raised center median restricts left-turns to major intersections. The posted speed limit in the area of the development is 40 MPH. South 19th Avenue is signal controlled at the intersection with Kagy Boulevard and Stucky Road. South of Stucky Road, 19th Avenue tapers to a two-lane rural cross-section with a paved width of 30 feet. South 19th Avenue has an existing marked pedestrian crosswalk at the intersection with Lincoln Street. Traffic data collected in 2017 by MDT indicates that South 19th Avenue carries 17,200 Vehicles Per Day (VPD) between Remington Road and Kagy Boulevard. West Kagy Boulevard is a two-way east/west principal arterial route that passes along the southern edge of the MSU campus. The street has a two-lane urban cross-section with a paved width of 30 feet and includes additional turning lanes at major intersection. At the signalized intersection with 19th Avenue, Kagy Boulevard widens to a 4-lane cross-section, accommodating designated left- and right-turn lanes for both eastbound and westbound traffic. Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 June, 2019 The posted speed limit in the area of the proposed development is 35 MPH. Traffic data collected in 2017 by MDT indicates that West Kagy Boulevard carries 12,451 Vehicles Per Day (VPD) west of 19th Avenue. Lincoln Street is an east/west collector route that provides access to the west side of the MSU campus. The road has a paved width of 28 feet with no curb and gutter. A paved pedestrian sidewalk runs along the north side of the road. The posted speed limit is 25 MPH. No parking is allowed along the western section of Lincoln Street. The intersection with South 19th Avenue is restricted to right-turns only onto South 19th Avenue. Remington Way is a two-way, east/west local route that extends 1,100 feet west from South 19th Avenue. Remington Way has a two-lane urban cross-section with a paved width of 32 feet. The roadway has on-street parking on both sides and intermittent sidewalks. Remington Way is STOP controlled at the intersection with South 19th Avenue and has no posted speed limit. Stockman Way is a two-way, north/south local road that provides access to the commercial area west of 19th Avenue between Kagy Boulevard and Remington Way. Adjacent businesses include Stockman Bank and Bozeman Broker Group. The street has a two-lane urban cross-section with a paved width of 24 feet. The intersections with Remington Way and West Kagy Boulevard have no traffic controls. Stockman Way has no posted speed limit. Traffic Counts The traffic data used for this report was collected on the surrounding road system by ATS in December of 2017 and May of 2019. The collected data includes turning movement counts at the intersections of 19th Avenue with Lincoln Road (2017), Remington Street (2019), and Kagy Boulevard (2019). All traffic counts were performed while MSU was in session. Additional turning movement data was acquired from the 2017 Bozeman Transportation Master Plan for the intersection of 19th Avenue and Stucky Road. Refer to Figure 1 for detail of the data collection/acquisition sites. The raw traffic data is included in Appendix A of this report. Historic traffic data was collected for 19th Avenue and Kagy Boulevard in the vicinity of the proposed development site. This data is presented in Table 1. The MDT data suggests that traffic volumes along these routes have increased at an annual average rate of 2% over the last ten years. Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 June, 2019 Table 1 – Historic Average Daily Traffic Data Location 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 S 19th N of Lincoln #16-3B-110 22,060 22,500 18,350 18,280 24,720 25,300 24,140 20,200 23,409 21,705 N 19th Ave S of Rem #16-3B-024 15,460 15,770 16.690 17,510 18,260 15,570 19,130 19,910 17,502 17,237 N 19th Ave N of Stucky #16-3B-023 9,490 9,680 9,110 9,070 9,870 9,940 11,310 13,740 13,458 13,229 Kagy S of 19th Ave #16-3B-082 12,450 12,700 11,280 11,240 12,180 11,940 13,560 11,620 14,539 12,451 Bozeman Transportation Plan The 2017 Bozeman Transportation Master Plan (BTMP) 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-8: Kagy Boulevard - Reconstruct Kagy Boulevard, from the intersection of South 19th Avenue to Willson Avenue, to a four-lane urban principal arterial standard. Estimated Cost $8,000,000. MSN-37: West Lincoln Street - Reconstruct West Lincoln Street, from South 11th Avenue to South 19th Avenue, to a three-lane urban collector roadway. Estimated Cost $1,500,000. SPOT-3: Install a traffic signal to protect pedestrian and bike crossings on West Lincoln Street at South 19th Avenue. This could allow the current right-turn out restrictions to remain and the signal would activate for left-turns and pedestrian signal calls. This pedestrian crossing has exhibited crash trends in the past. Estimated Cost $40,000 to $60,000. 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, Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 June, 2019 a LOS of C or better is considered acceptable for peak-hour conditions. Table 2 shows the existing 2019 LOS for the AM and PM peak hours without generated traffic from the Annex Student Living project. The LOS calculations are included in Appendix C. The table shows that most of the intersections within the study area are functioning at an acceptable LOS under current traffic conditions. The intersection of 19th Avenue and Remington Way is experiencing LOS D conditions during the PM peak period for traffic turning left from Remington Way onto 19th Avenue due to the heavy traffic flow along 19th Avenue. However, the total amount of traffic attempting to make this left-turn is low (less than 20 vehicles per hour). The existing vehicle flows at the traffic signal at Kagy Boulevard indicates that most of the traffic attempting to turn onto South 19th Avenue from the development area are using the traffic signal rather than the STOP controlled intersection at Remington Street. It is likely that the Remington Street intersection will ultimately reach full saturation and all remaining traffic from this area will use the traffic signal at Kagy Boulevard to connect onto 19th Avenue. No corrective measures are recommended at the Remington Way intersection. Table 2 – Existing Level of Service Summary NOON Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Lincoln Street* 10.5/11.4 B/B 10.5/22.5 B/C 19th Avenue & Remington Way* 21.2/15.1 C/C 32.3/14.2 D/B 19th Avenue & Kagy Boulevard 19.7 B 24.8 C 19th Avenue & Stucky Road 11.2 B 11.9 B *Eastbound/Westbound Side Street LOS and Delay D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes five acres of land located west of South 19th Avenue between Kagy Boulevard and Remington Way which would be developed into a four-story apartment building. The project is located between Stockman Road and 22nd Avenue and would include 122 residential apartment units and a 1,700 of commercial retail/office space primarily intended to serve residents of the apartment complex. Access to the property would be from two approaches onto Stockman Way to the east of the site. Sidewalks would be developed on all four sides of the apartment complex. Construction on the property would begin in 2019 with the first apartments occupied in the fall of 2020. The project would include approximately 218 on-site parking spaces and 10,700 S.F. of open park space. The Annex Student Living site plan is shown in Figure 2. Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 June, 2019 Figure 2 – Proposed Development Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 June, 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. The proposed retail/office space is small (1,700 S.F.) and will primarily serve the residents of the apartment complex. The space will not likely produce a significant amount of vehicular traffic from outside of the area. According to the ITE trip generation rates, at full build-out the development would produce 42 AM peak hour trips, 52 PM peak hour trips, and 642 daily trips. See Table 3 for detailed trip generation information. Based on the proximity to MSU and the high number of pedestrians observed in this area, it is likely that many of the residents of the apartments will be MSU students and many will walk or bike to MSU. However, no reduction was made for the likely pedestrian trips to provide a more conservative analysis of the roadway impacts in this area. Table 3 - 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 Residential Apartment ITE# 221 122 Units 0.36 42 0.44 52 5.44 642 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. Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 June, 2019 Figure 3 – Trip Distribution 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 Annex Student Housing is shown in Table 4. The traffic volume calculations are included in Appendix B of this report. The table indicates that the development of the Annex Student Housing 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. The known left-turn issue at Remington Street will change only slightly with the proposed development. It is expected that most left-turn traffic from the apartments will choose to follow the existing traffic patterns in the area and turn left at the Kagy Boulevard traffic signal instead of attempting a left-turn at Remington Street during peak traffic conditions. No road improvements would be needed to support the vehicular traffic from the proposed development. The Annex Student Living project will increase pedestrian and bicycle crossings at the existing pedestrian crossing at the intersection of 19th Avenue and Lincoln Street. Based on current traffic and pedestrian flows at this location, the Bozeman Transportation Master Plan recommends installing an actuated traffic signal to improve traffic and pedestrian flow at this intersection (recommended Spot improvement #3, estimated cost $60,000). Pedestrians and Bicycles from the Annex Student Living project will add to the need for a traffic signal/actuated pedestrian crossing at this location. The developers should work with the City of Bozeman to help implement this Lincoln Road So u t h 2 2 th Av e n u e 20% 30% Kagy Boulevard 5% 15% So u t h 1 9 th Av e n u e Remington Way Annex Student Living St o c k m a n W a y 30% Annex Student Living Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 June, 2019 roadway improvement to increase safety for pedestrians and bicycles crossing 19th Avenue in this area. Table 4 –Projected Level of Service Summary NOON Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Lincoln Street* 10.5/11.5 B/B 10.6/22.9 B/C 19th Avenue & Remington Way* 18.8/15.1 C/C 30.6/14.2 D/B 19th Avenue & Kagy Boulevard 19.9 B 24.6 C 19th Avenue & Stucky Road 11.2 B 12.7 B *Eastbound/Westbound 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 19th Avenue will increase to 40,000 VPD and traffic volumes on Kagy Boulevard will increase to 19,000 VPD by 2040. 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 55%. This growth factor was applied on top of the projected traffic volumes calculated for the Annex Student Living project. The results indicate that the intersection of South 19th Avenue and Lincoln Street may see significantly higher delays for right and left-turning vehicles from Lincoln Street. This issue would largely be corrected by the recommended SPOT-3 traffic signal recommended in the BTMP. The projected future volumes also suggest that the intersection of Study Road and South 19th Avenue will also experience significant delay by 2034 and may require widening 19th Avenue to a five-lane cross-section through this area to accommodate increased traffic flows from the south. I. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Annex Student Living project will not create any new roadway capacity problems in this area. The 2017 Bozeman Transportation Master Plan recommends installing a traffic/pedestrian signal at the intersection of Lincoln Road and 19th Avenue to address traffic flow and pedestrian/bicycle crossing safety at this location. It is likely that much of the pedestrian traffic from the Annex Student Living project would cross 19th Avenue at this location. The developers should work with the City of Bozeman to implement this improvement. APPENDIX A Traffic Data File Name : 19thKagyTMC Site Code : 00000000 Start Date : 5/2/2019 Page No : 1 Groups Printed- Unshifted 19TH Southbound KAGY Westbound 19TH Northbound KAGY 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. Total07:30 AM 6 56 115 0 177 19 7 25 25 76 55 116 4 3 178 1 5 7 0 13 444 07:45 AM 5 81 92 0 178 66 6 33 0 105 80 176 8 0 264 5 1 2 0 8 555 Total 11 137 207 0 355 85 13 58 25 181 135 292 12 3 442 6 6 9 0 21 999 08:00 AM 6 83 104 0 193 85 9 37 0 131 45 168 7 0 220 9 3 6 0 18 562 08:15 AM 9 91 105 0 205 83 4 35 0 122 49 154 12 0 215 5 1 3 0 9 551 *** BREAK *** Total 15 174 209 0 398 168 13 72 0 253 94 322 19 0 435 14 4 9 0 27 1113 *** BREAK *** 04:30 PM 0 123 80 0 203 124 6 54 1 185 31 94 2 0 127 9 6 16 0 31 546 04:45 PM 3 124 88 0 215 137 9 45 10 201 48 98 1 2 149 11 10 10 0 31 596 Total 3 247 168 0 418 261 15 99 11 386 79 192 3 2 276 20 16 26 0 62 1142 05:00 PM 3 133 104 0 240 137 13 64 0 214 44 109 2 0 155 17 14 23 1 55 664 05:15 PM 0 116 92 0 208 155 7 77 0 239 47 75 2 0 124 9 9 15 0 33 604 Grand Total 32 807 780 0 1619 806 61 370 36 1273 399 990 38 5 1432 66 49 82 1 198 4522 Apprch %2 49.8 48.2 0 63.3 4.8 29.1 2.8 27.9 69.1 2.7 0.3 33.3 24.7 41.4 0.5 Total %0.7 17.8 17.2 0 35.8 17.8 1.3 8.2 0.8 28.2 8.8 21.9 0.8 0.1 31.7 1.5 1.1 1.8 0 4.4 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : 19thRemingtonTMC Site Code : 00000000 Start Date : 5/2/2019 Page No : 1 Groups Printed- Unshifted 19TH Southbound REMMINGTON Westbound 19TH Northbound REMMINGTON 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. Total07:30 AM 6 169 2 0 177 7 0 2 0 9 0 163 0 0 163 0 0 7 0 7 356 07:45 AM 12 192 6 0 210 5 0 1 0 6 0 232 0 0 232 0 0 3 0 3 451 Total 18 361 8 0 387 12 0 3 0 15 0 395 0 0 395 0 0 10 0 10 807 08:00 AM 12 189 4 0 205 10 0 0 0 10 0 243 2 0 245 0 0 0 0 0 460 08:15 AM 16 202 1 0 219 7 0 2 0 9 0 240 0 0 240 0 0 3 0 3 471 *** BREAK *** Total 28 391 5 0 424 17 0 2 0 19 0 483 2 0 485 0 0 3 0 3 931 *** BREAK *** 04:30 PM 9 203 2 0 214 6 0 1 1 8 1 230 2 0 233 1 0 1 0 2 457 04:45 PM 8 240 8 0 256 7 0 0 0 7 3 226 2 0 231 3 0 3 0 6 500 Total 17 443 10 0 470 13 0 1 1 15 4 456 4 0 464 4 0 4 0 8 957 05:00 PM 5 241 12 0 258 6 0 0 1 7 1 216 0 0 217 0 0 4 1 5 487 05:15 PM 7 229 14 0 250 4 0 0 1 5 2 215 2 0 219 0 0 3 2 5 479 Grand Total 75 1665 49 0 1789 52 0 6 3 61 7 1765 8 0 1780 4 0 24 3 31 3661 Apprch %4.2 93.1 2.7 0 85.2 0 9.8 4.9 0.4 99.2 0.4 0 12.9 0 77.4 9.7 Total %2 45.5 1.3 0 48.9 1.4 0 0.2 0.1 1.7 0.2 48.2 0.2 0 48.6 0.1 0 0.7 0.1 0.8 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 APPENDIX B Traffic Model Annex Student Living Traffic Model Existing AM Peak Hour Existing PM Peak Hour 15 Min x 4 15 Min x 4 19th 19th 10.5/11.4 B/B 10.5/22.5 B/C 4 132 4 328 864 812 516 176 Lincoln Rd 12 Lincoln Rd 4 756 1128 8 56 44 40 21.2/15.1 C/C 31.6/14.2 D/B 48 40 20 24 756 0 964 0 16 4 48 4 Remington 12 8 Remington 16 4 0 972 0 864 0 0 4 4 19.7 B 24.8 C 24 340 12 548 332 36 532 52 416 152 416 256 Kagy 24 28 Kagy 92 8 12 672 56 436 36 180 68 176 232 11.2 B 309 11.9 B Stucky 182 Stucky 433 361 62 334 26 41 479 35 240 Annex Student Living Traffic Model AM Peak Hour Model PM Peak Hour Model Site Generated Traffic Site Generated Traffic 19th 19th 90%3 90%10 Lincoln Rd 2 10%Lincoln Rd 1 10% 8 40%5 40% 35%10%0 10 50%35%10%1 6 50% 4 20 12 13 65%90%3 65%90%10 10%0 0 0%10%1 0 0% Remington 20%1 1 Remington 20%1 2 IN 0%0 18 IN 0%0 12 11 20%80%5 33 20%80%3 OUT 1 OUT 2 33 80%0 21 80%1 2 5 65%1 14 65% 3 2 Kagy 70%18 2 25%Kagy 70%12 5 25% 20%5 1 10%20%3 2 10% 10%3 10%2 5 3 3 8 2 1 Stucky 3 Stucky 2 1 3 in 11 2 in 33 5 out 33 out 21 Annex Student Living Traffic Model Total Projected Traffic Projected AM Peak Hour Projected PM Peak Hour 19th 19th 10.5/11.5 B/B 10.6/22.9 B/C 4 132 4 328 867 822 516 176 Lincoln Rd 14 Lincoln Rd 5 764 1133 8 66 45 46 18.8/15.1 C/C 30.6/14.2 D/C 51 40 30 24 756 0 965 0 16 4 48 4 Remington 13 9 Remington 17 6 0 990 0 876 5 0 7 4 19.9 B 23.6 C 24 340 13 548 334 41 533 66 419 152 418 256 Kagy 42 30 Kagy 104 13 17 673 59 438 39 180 70 176 11.2 B 12.7 B 234 310 Stucky 185 Stucky 435 362 62 337 26 41 481 35 245 Annex Student Living Growth Rate Factor Traffic Model 1.55 Total Projected Traffic FUTURE 2034 2034 Projected AM Peak Hour 2034 Projected PM Peak Hour 19th 19th 13.1/18.0 B/C 13.7/326.9 B/F 6 205 6 508 1345 1275 800 273 Lincoln Rd 22 Lincoln Rd 8 1184 1756 13 102 70 72 59.6/26.6 F/D 53.8/18.3 F/C 80 62 47 37 1172 0 1496 0 25 6 74 6 Remington 21 14 Remington 26 10 0 1535 0 1357 8 0 11 6 33.6 C 38.5 D 38 527 20 849 518 63 827 102 650 236 648 397 Kagy 66 46 Kagy 161 21 27 1043 92 679 60 279 108 273 160 F 30.4 C 363 481 Stucky 287 Stucky 674 561 96 522 40 64 745 54 379 APPENDIX C LOS Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Lincoln & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Lincoln Analysis Year 2019 North/South Street 19th Ave Time Analyzed AM Peak Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 0 2 1 Configuration R R L T TR LT T R Volume (veh/h)9 132 0 12 756 56 516 864 4 Percent Heavy Vehicles (%)1 1 2 2 2 Proportion Time Blocked 0.050 0.050 0.000 0.000 Percent Grade (%)0 0 Right Turn Channelized Yes Yes No Median Type | Storage Left + Thru 4 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.92 6.92 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.31 3.31 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 132 12 516 Capacity, c (veh/h)667 695 772 810 v/c Ratio 0.01 0.19 0.02 0.64 95% Queue Length, Q₉₅ (veh)0.0 0.7 0.0 4.7 Control Delay (s/veh)10.5 11.4 9.7 16.9 Level of Service (LOS)B B A C Approach Delay (s/veh)10.5 11.4 0.1 6.3 Approach LOS B B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 6/24/2019 10:08:05 AMLincolnAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Lincoln & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Lincoln Analysis Year 2019 North/South Street 19th Ave Time Analyzed PM Peak Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 0 2 1 Configuration R R L T TR LT T R Volume (veh/h)44 328 0 4 1128 40 176 812 4 Percent Heavy Vehicles (%)1 1 2 2 2 Proportion Time Blocked 0.050 0.000 0.000 Percent Grade (%)0 0 Right Turn Channelized Yes Yes No Median Type | Storage Left Only 4 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.92 6.92 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.31 3.31 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)44 328 4 176 Capacity, c (veh/h)695 526 807 594 v/c Ratio 0.06 0.62 0.00 0.30 95% Queue Length, Q₉₅ (veh)0.2 4.2 0.0 1.2 Control Delay (s/veh)10.5 22.5 9.5 13.6 Level of Service (LOS)B C A B Approach Delay (s/veh)10.5 22.5 0.0 4.6 Approach LOS B C Copyright © 2019 University of Florida. All Rights Reserved.HCS™TWSC Version 7.5 Generated: 6/24/2019 9:18:18 AMLincolnPM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Remington & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Remington Analysis Year 2019 North/South Street 19th Ave Time Analyzed AM Peak Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 0 3 0 Configuration LTR LTR L T TR LT T TR Volume (veh/h)12 0 0 4 0 40 0 8 972 0 16 756 48 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 3 Critical and Follow-up Headways Base Critical Headway (sec)6.4 6.5 7.1 6.4 6.5 7.1 5.3 5.3 Critical Headway (sec)6.46 6.56 7.16 6.46 6.56 7.16 5.36 5.36 Base Follow-Up Headway (sec)3.8 4.0 3.9 3.8 4.0 3.9 3.1 3.1 Follow-Up Headway (sec)3.83 4.03 3.93 3.83 4.03 3.93 3.13 3.13 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 44 8 16 Capacity, c (veh/h)242 400 483 401 v/c Ratio 0.05 0.11 0.02 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.4 0.1 0.1 Control Delay (s/veh)20.6 15.1 12.6 14.4 Level of Service (LOS)C C B B Approach Delay (s/veh)20.6 15.1 0.1 0.6 Approach LOS C C Copyright © 2019 University of Florida. All Rights Reserved.HCS™TWSC Version 7.5 Generated: 6/24/2019 9:19:54 AMRemingtonAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Remington & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Remington Analysis Year 2019 North/South Street 19th Ave Time Analyzed PM Peak Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 0 3 0 Configuration LTR LTR L T TR LT T TR Volume (veh/h)16 0 4 4 0 24 0 4 864 4 48 964 20 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 4 Critical and Follow-up Headways Base Critical Headway (sec)6.4 6.5 7.1 6.4 6.5 7.1 5.3 5.3 Critical Headway (sec)6.46 6.56 7.16 6.46 6.56 7.16 5.36 5.36 Base Follow-Up Headway (sec)3.8 4.0 3.9 3.8 4.0 3.9 3.1 3.1 Follow-Up Headway (sec)3.83 4.03 3.93 3.83 4.03 3.93 3.13 3.13 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)20 28 4 48 Capacity, c (veh/h)177 420 395 450 v/c Ratio 0.11 0.07 0.01 0.11 95% Queue Length, Q₉₅ (veh)0.4 0.2 0.0 0.4 Control Delay (s/veh)27.9 14.2 14.2 14.0 Level of Service (LOS)D B B B Approach Delay (s/veh)27.9 14.2 0.1 1.6 Approach LOS D B Copyright © 2019 University of Florida. All Rights Reserved.HCS™TWSC Version 7.5 Generated: 6/24/2019 9:22:10 AMRemingtonPM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thAM.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 24 12 36 152 36 340 28 672 180 416 332 24 Signal Information Green Yellow Red 3.5 7.4 63.3 26.7 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 30.7 30.7 8.5 68.3 21.0 80.7 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.7 25.5 2.9 15.2 Green Extension Time ( g e ), s 1.2 1.2 0.0 0.0 0.8 0.0 Phase Call Probability 1.00 1.00 0.59 1.00 Max Out Probability 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 24 12 36 152 36 340 27 641 172 416 179 177 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1372 1723 1460 1402 1723 1460 1641 1640 1460 1641 1723 1682 Queue Service Time ( g s ), s 1.7 0.7 2.4 11.4 2.0 23.5 0.9 13.8 7.6 13.2 5.1 5.2 Cycle Queue Clearance Time ( g c ), s 3.7 0.7 2.4 12.1 2.0 23.5 0.9 13.8 7.6 13.2 5.1 5.2 Green Ratio ( g/C )0.22 0.22 0.22 0.22 0.22 0.36 0.56 0.53 0.53 0.68 0.63 0.63 Capacity ( c ), veh/h 343 384 325 365 384 519 649 1731 770 603 1087 1061 Volume-to-Capacity Ratio ( X )0.070 0.031 0.111 0.417 0.094 0.655 0.041 0.371 0.223 0.689 0.165 0.166 Back of Queue ( Q ), ft/ln ( 50 th percentile)14.4 7 21.3 99.3 21.2 206.1 7.9 128.2 63.9 106.7 47.9 46.7 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.6 0.3 0.8 3.9 0.8 8.1 0.3 5.0 2.5 4.2 1.9 1.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 38.5 36.5 37.2 41.2 37.0 32.5 12.0 16.6 15.2 10.6 9.1 9.1 Incremental Delay ( d 2 ), s/veh 0.0 0.0 0.1 0.3 0.0 0.5 0.0 0.4 0.5 0.5 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 38.5 36.5 37.2 41.5 37.1 33.0 12.0 17.1 15.6 11.1 9.4 9.5 Level of Service (LOS)D D D D D C B B B B A A Approach Delay, s/veh / LOS 37.5 D 35.7 D 16.6 B 10.3 B Intersection Delay, s/veh / LOS 19.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.45 B 2.30 B 2.09 B 2.07 B Bicycle LOS Score / LOS 0.61 A 1.36 A 1.21 A 1.12 A Copyright © 2019 University of Florida, All Rights Reserved.HCS™ Streets Version 7.5 Generated: 6/24/2019 9:08:42 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thPM.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 92 56 68 256 52 548 8 436 176 416 532 12 Signal Information Green Yellow Red 1.3 14.2 45.4 40.1 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 44.1 44.1 6.3 50.4 25.5 69.6 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 10.5 37.7 2.3 19.7 Green Extension Time ( g e ), s 2.4 2.4 0.0 0.0 0.8 0.0 Phase Call Probability 1.00 1.00 0.22 1.00 Max Out Probability 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 92 56 68 256 52 548 7 404 163 416 273 271 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1352 1723 1460 1348 1723 1460 1641 1640 1460 1641 1723 1709 Queue Service Time ( g s ), s 6.0 2.7 3.9 19.4 2.5 35.7 0.3 10.5 9.4 17.7 10.4 10.5 Cycle Queue Clearance Time ( g c ), s 8.5 2.7 3.9 22.0 2.5 35.7 0.3 10.5 9.4 17.7 10.4 10.5 Green Ratio ( g/C )0.33 0.33 0.33 0.33 0.33 0.51 0.39 0.38 0.38 0.57 0.54 0.54 Capacity ( c ), veh/h 484 576 488 480 576 738 404 1240 552 626 927 920 Volume-to-Capacity Ratio ( X )0.190 0.097 0.139 0.533 0.090 0.743 0.018 0.325 0.295 0.665 0.294 0.295 Back of Queue ( Q ), ft/ln ( 50 th percentile)49.2 27.8 34.3 158.5 25.7 295.9 3.2 104.1 85.2 159 104.6 102.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.9 1.1 1.3 6.2 1.0 11.6 0.1 4.1 3.4 6.3 4.1 4.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 30.3 27.5 27.9 35.1 27.4 23.5 22.5 26.5 26.1 16.3 15.2 15.2 Incremental Delay ( d 2 ), s/veh 0.1 0.0 0.0 0.3 0.0 0.6 0.0 0.6 1.1 0.5 0.8 0.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 30.4 27.5 27.9 35.4 27.4 24.1 22.5 27.0 27.2 16.7 16.0 16.0 Level of Service (LOS)C C C D C C C C C B B B Approach Delay, s/veh / LOS 28.9 C 27.7 C 27.0 C 16.3 B Intersection Delay, s/veh / LOS 23.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 2.11 B 2.09 B Bicycle LOS Score / LOS 0.84 A 1.90 B 1.00 A 1.28 A Copyright © 2019 University of Florida, All Rights Reserved.HCS™ Streets Version 7.5 Generated: 6/24/2019 9:14:15 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Stucky Road File Name 19thAM.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 361 41 62 479 182 232 Signal Information Green Yellow Red 3.0 10.2 10.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 Cycle, s 37.8 Reference Phase 2 Offset, s 113 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 14.6 8.0 23.2 15.2 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 9.8 2.9 9.7 9.0 Green Extension Time ( g e ), s 0.8 0.1 0.9 1.0 Phase Call Probability 0.99 0.48 1.00 1.00 Max Out Probability 0.00 0.00 0.92 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 361 41 62 479 229 291 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1460 Queue Service Time ( g s ), s 7.8 0.8 0.9 7.7 4.3 7.0 Cycle Queue Clearance Time ( g c ), s 7.8 0.8 0.9 7.7 4.3 7.0 Green Ratio ( g/C )0.28 0.28 0.41 0.48 0.27 0.27 Capacity ( c ), veh/h 466 414 509 829 468 397 Volume-to-Capacity Ratio ( X )0.775 0.099 0.122 0.578 0.488 0.735 Back of Queue ( Q ), ft/ln ( 50 th percentile)53.9 4.7 5 41 30.6 43.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.1 0.2 0.2 1.6 1.2 1.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.6 10.1 7.6 7.2 11.7 12.7 Incremental Delay ( d 2 ), s/veh 1.1 0.0 0.0 0.7 0.3 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 13.7 10.2 7.7 7.8 12.0 13.7 Level of Service (LOS)B B A A B B Approach Delay, s/veh / LOS 13.3 B 0.0 7.8 A 13.0 B Intersection Delay, s/veh / LOS 11.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.93 B 1.93 B 0.67 A 1.89 B Bicycle LOS Score / LOS F 1.38 A 1.17 A Copyright © 2019 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8 Generated: 6/24/2019 10:14:05 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Stucky Road File Name 19thPM.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 334 35 26 240 433 309 Signal Information Green Yellow Red 1.6 15.1 10.9 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 Cycle, s 41.6 Reference Phase 2 Offset, s 113 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 14.9 6.6 26.8 20.1 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 10.0 2.4 5.3 13.0 Green Extension Time ( g e ), s 0.7 0.0 1.7 1.8 Phase Call Probability 0.99 0.26 1.00 1.00 Max Out Probability 0.00 0.00 0.24 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 334 35 26 240 500 356 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1460 Queue Service Time ( g s ), s 8.0 0.8 0.4 3.3 11.0 8.7 Cycle Queue Clearance Time ( g c ), s 8.0 0.8 0.4 3.3 11.0 8.7 Green Ratio ( g/C )0.26 0.26 0.46 0.52 0.36 0.36 Capacity ( c ), veh/h 432 385 333 902 631 534 Volume-to-Capacity Ratio ( X )0.772 0.091 0.078 0.266 0.792 0.667 Back of Queue ( Q ), ft/ln ( 50 th percentile)60.2 4.9 2.1 16.5 76.9 51.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.4 0.2 0.1 0.6 3.0 2.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.4 11.8 8.5 5.6 12.0 11.3 Incremental Delay ( d 2 ), s/veh 1.1 0.0 0.0 0.1 0.8 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 15.6 11.8 8.5 5.6 12.8 11.8 Level of Service (LOS)B B A A B B Approach Delay, s/veh / LOS 15.2 B 0.0 5.9 A 12.4 B Intersection Delay, s/veh / LOS 11.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.93 B 1.93 B 0.66 A 1.88 B Bicycle LOS Score / LOS F 0.93 A 1.71 B Copyright © 2019 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8 Generated: 6/24/2019 10:15:25 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Lincoln & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Lincoln Analysis Year 2019 North/South Street 19th Ave Time Analyzed AM Projected Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 0 2 1 Configuration R R L T TR LT T R Volume (veh/h)8 132 0 14 763 65 516 867 4 Percent Heavy Vehicles (%)1 1 2 2 2 Proportion Time Blocked 0.050 0.050 0.000 0.000 Percent Grade (%)0 0 Right Turn Channelized Yes Yes No Median Type | Storage Left + Thru 4 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.92 6.92 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.31 3.31 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 132 14 516 Capacity, c (veh/h)666 686 770 799 v/c Ratio 0.01 0.19 0.02 0.65 95% Queue Length, Q₉₅ (veh)0.0 0.7 0.1 4.8 Control Delay (s/veh)10.5 11.5 9.8 17.3 Level of Service (LOS)B B A C Approach Delay (s/veh)10.5 11.5 0.2 6.4 Approach LOS B B Copyright © 2019 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 6/24/2019 10:12:41 AMLincolnAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Lincoln & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Lincoln Analysis Year 2019 North/South Street 19th Ave Time Analyzed PM Projected Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 0 2 1 Configuration R R L T TR LT T R Volume (veh/h)45 328 0 5 1133 46 176 822 4 Percent Heavy Vehicles (%)1 1 2 2 2 Proportion Time Blocked 0.050 0.000 0.000 Percent Grade (%)0 0 Right Turn Channelized Yes Yes No Median Type | Storage Left Only 4 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.92 6.92 4.14 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.31 3.31 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 328 5 176 Capacity, c (veh/h)690 521 800 588 v/c Ratio 0.07 0.63 0.01 0.30 95% Queue Length, Q₉₅ (veh)0.2 4.3 0.0 1.3 Control Delay (s/veh)10.6 22.9 9.5 13.7 Level of Service (LOS)B C A B Approach Delay (s/veh)10.6 22.9 0.0 4.6 Approach LOS B C Copyright © 2019 University of Florida. All Rights Reserved.HCS™TWSC Version 7.5 Generated: 6/24/2019 9:19:22 AMLincolnPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Remington & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Remington Analysis Year 2019 North/South Street 19th Ave Time Analyzed AM Projected Peak Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 0 3 0 Configuration LTR LTR L T TR LT T TR Volume (veh/h)13 0 5 4 0 40 0 9 989 0 16 756 51 Percent Heavy Vehicles (%)0 0 0 0 0 0 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 3 Critical and Follow-up Headways Base Critical Headway (sec)6.4 6.5 7.1 6.4 6.5 7.1 5.3 5.3 Critical Headway (sec)6.40 6.50 7.10 6.40 6.50 7.10 5.36 5.36 Base Follow-Up Headway (sec)3.8 4.0 3.9 3.8 4.0 3.9 3.1 3.1 Follow-Up Headway (sec)3.80 4.00 3.90 3.80 4.00 3.90 3.13 3.13 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 44 9 16 Capacity, c (veh/h)287 400 481 393 v/c Ratio 0.06 0.11 0.02 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.4 0.1 0.1 Control Delay (s/veh)18.4 15.1 12.6 14.5 Level of Service (LOS)C C B B Approach Delay (s/veh)18.4 15.1 0.1 0.6 Approach LOS C C Copyright © 2019 University of Florida. All Rights Reserved.HCS™TWSC Version 7.5 Generated: 6/24/2019 9:20:54 AMRemingtonAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Remington & 19th Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 6/11/2019 East/West Street Remington Analysis Year 2019 North/South Street 19th Ave Time Analyzed PM Projected Peak Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Annex Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 0 3 0 Configuration LTR LTR L T TR LT T TR Volume (veh/h)17 0 7 4 0 24 0 6 875 4 48 965 30 Percent Heavy Vehicles (%)0 0 0 0 0 0 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 4 Critical and Follow-up Headways Base Critical Headway (sec)6.4 6.5 7.1 6.4 6.5 7.1 5.3 5.3 Critical Headway (sec)6.40 6.50 7.10 6.40 6.50 7.10 5.36 5.36 Base Follow-Up Headway (sec)3.8 4.0 3.9 3.8 4.0 3.9 3.1 3.1 Follow-Up Headway (sec)3.80 4.00 3.90 3.80 4.00 3.90 3.13 3.13 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 28 6 48 Capacity, c (veh/h)192 420 391 444 v/c Ratio 0.12 0.07 0.02 0.11 95% Queue Length, Q₉₅ (veh)0.4 0.2 0.0 0.4 Control Delay (s/veh)26.4 14.2 14.4 14.1 Level of Service (LOS)D B B B Approach Delay (s/veh)26.4 14.2 0.1 1.6 Approach LOS D B Copyright © 2019 University of Florida. All Rights Reserved.HCS™TWSC Version 7.5 Generated: 6/24/2019 9:22:57 AMRemingtonPMwith.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period AM Projected Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thAMwith.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 41 17 38 152 41 340 30 673 180 419 334 24 Signal Information Green Yellow Red 3.7 7.4 63.2 26.7 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 30.7 30.7 8.7 68.2 21.1 80.6 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 7.2 25.4 2.9 15.3 Green Extension Time ( g e ), s 1.3 1.3 0.0 0.0 0.8 0.0 Phase Call Probability 1.00 1.00 0.62 1.00 Max Out Probability 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 41 17 38 152 41 340 29 643 172 419 180 178 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1366 1723 1460 1396 1723 1460 1641 1640 1460 1641 1723 1682 Queue Service Time ( g s ), s 3.0 0.9 2.5 11.5 2.3 23.4 0.9 13.8 7.6 13.3 5.2 5.2 Cycle Queue Clearance Time ( g c ), s 5.2 0.9 2.5 12.4 2.3 23.4 0.9 13.8 7.6 13.3 5.2 5.2 Green Ratio ( g/C )0.22 0.22 0.22 0.22 0.22 0.36 0.56 0.53 0.53 0.68 0.63 0.63 Capacity ( c ), veh/h 338 384 325 360 384 521 649 1727 769 604 1085 1059 Volume-to-Capacity Ratio ( X )0.121 0.044 0.117 0.422 0.107 0.653 0.044 0.372 0.224 0.694 0.166 0.168 Back of Queue ( Q ), ft/ln ( 50 th percentile)25 9.9 22.5 99.6 24.2 205.5 8.5 128.9 64.1 108.1 48.5 47.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.0 0.4 0.9 3.9 1.0 8.1 0.3 5.1 2.5 4.3 1.9 1.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 39.2 36.6 37.2 41.5 37.1 32.4 12.0 16.7 15.2 10.6 9.2 9.2 Incremental Delay ( d 2 ), s/veh 0.1 0.0 0.1 0.3 0.0 0.5 0.0 0.4 0.5 0.5 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 39.3 36.6 37.3 41.8 37.2 32.9 12.0 17.2 15.7 11.2 9.5 9.5 Level of Service (LOS)D D D D D C B B B B A A Approach Delay, s/veh / LOS 38.0 D 35.7 D 16.7 B 10.4 B Intersection Delay, s/veh / LOS 19.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.45 B 2.30 B 2.09 B 2.07 B Bicycle LOS Score / LOS 0.65 A 1.37 A 1.22 A 1.13 A Copyright © 2019 University of Florida, All Rights Reserved.HCS™ Streets Version 7.5 Generated: 6/24/2019 9:13:51 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period PM Projected Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thPMwith.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 103 59 70 256 66 548 13 438 176 418 533 13 Signal Information Green Yellow Red 2.0 13.6 45.3 40.1 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 44.1 44.1 7.0 50.3 25.6 68.9 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 12.1 37.6 2.5 19.8 Green Extension Time ( g e ), s 2.5 2.5 0.0 0.0 0.8 0.0 Phase Call Probability 1.00 1.00 0.33 1.00 Max Out Probability 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 103 59 70 256 66 548 12 406 163 418 274 272 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1335 1723 1460 1344 1723 1460 1641 1640 1460 1641 1723 1708 Queue Service Time ( g s ), s 6.9 2.8 4.0 19.5 3.2 35.6 0.5 10.6 9.4 17.8 10.6 10.6 Cycle Queue Clearance Time ( g c ), s 10.1 2.8 4.0 22.3 3.2 35.6 0.5 10.6 9.4 17.8 10.6 10.6 Green Ratio ( g/C )0.33 0.33 0.33 0.33 0.33 0.51 0.39 0.38 0.38 0.57 0.53 0.53 Capacity ( c ), veh/h 471 576 488 478 576 739 412 1237 551 625 917 909 Volume-to-Capacity Ratio ( X )0.219 0.102 0.143 0.536 0.115 0.742 0.029 0.328 0.296 0.669 0.299 0.299 Back of Queue ( Q ), ft/ln ( 50 th percentile)56.2 29.4 35.3 159 33 295 5.2 105 85.4 160.1 106.7 104.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.2 1.2 1.4 6.3 1.3 11.6 0.2 4.1 3.4 6.3 4.2 4.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 31.1 27.5 27.9 35.2 27.6 23.4 22.2 26.6 26.2 16.3 15.6 15.6 Incremental Delay ( d 2 ), s/veh 0.1 0.0 0.0 0.3 0.0 0.6 0.0 0.6 1.1 0.5 0.8 0.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.2 27.6 28.0 35.6 27.7 24.0 22.2 27.1 27.3 16.8 16.4 16.4 Level of Service (LOS)C C C D C C C C C B B B Approach Delay, s/veh / LOS 29.3 C 27.7 C 27.1 C 16.6 B Intersection Delay, s/veh / LOS 23.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 2.11 B 2.09 B Bicycle LOS Score / LOS 0.87 A 1.92 B 1.00 A 1.28 A Copyright © 2019 University of Florida, All Rights Reserved.HCS™ Streets Version 7.5 Generated: 6/24/2019 9:15:17 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period AM Projected Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Stucky Road File Name 19thAMwith.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 362 41 62 481 185 234 Signal Information Green Yellow Red 3.0 10.3 10.7 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 Cycle, s 37.9 Reference Phase 2 Offset, s 113 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 14.7 8.0 23.2 15.3 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 9.8 2.9 9.7 9.0 Green Extension Time ( g e ), s 0.8 0.1 0.9 1.0 Phase Call Probability 0.99 0.48 1.00 1.00 Max Out Probability 0.00 0.00 0.94 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 362 41 62 481 231 293 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1460 Queue Service Time ( g s ), s 7.8 0.8 0.9 7.7 4.3 7.0 Cycle Queue Clearance Time ( g c ), s 7.8 0.8 0.9 7.7 4.3 7.0 Green Ratio ( g/C )0.28 0.28 0.41 0.48 0.27 0.27 Capacity ( c ), veh/h 467 415 507 829 470 398 Volume-to-Capacity Ratio ( X )0.776 0.099 0.122 0.580 0.493 0.735 Back of Queue ( Q ), ft/ln ( 50 th percentile)54.3 4.7 5.1 41 31 44.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.1 0.2 0.2 1.6 1.2 1.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.7 10.1 7.6 7.2 11.8 12.7 Incremental Delay ( d 2 ), s/veh 1.1 0.0 0.0 0.7 0.3 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 13.7 10.2 7.7 7.9 12.1 13.7 Level of Service (LOS)B B A A B B Approach Delay, s/veh / LOS 13.4 B 0.0 7.8 A 13.0 B Intersection Delay, s/veh / LOS 11.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.93 B 1.93 B 0.67 A 1.89 B Bicycle LOS Score / LOS F 1.38 A 1.18 A Copyright © 2019 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8 Generated: 6/24/2019 10:19:18 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period PM Projected Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2019 Analysis Period 1> 7:00 Intersection Stucky Road File Name 19thPMwith.xus Project Description Annex Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 337 35 26 244 310 435 Signal Information Green Yellow Red 1.9 19.4 12.3 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 Cycle, s 47.6 Reference Phase 2 Offset, s 113 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 16.3 6.9 31.3 24.4 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 11.3 2.4 5.6 17.0 Green Extension Time ( g e ), s 0.7 0.0 1.7 1.8 Phase Call Probability 0.99 0.30 1.00 1.00 Max Out Probability 0.00 0.00 0.28 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 337 35 26 244 357 502 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1460 Queue Service Time ( g s ), s 9.3 0.9 0.4 3.6 7.5 15.0 Cycle Queue Clearance Time ( g c ), s 9.3 0.9 0.4 3.6 7.5 15.0 Green Ratio ( g/C )0.26 0.26 0.50 0.55 0.41 0.41 Capacity ( c ), veh/h 429 382 489 953 709 600 Volume-to-Capacity Ratio ( X )0.785 0.092 0.053 0.256 0.504 0.835 Back of Queue ( Q ), ft/ln ( 50 th percentile)75.2 6.1 2.4 19.8 53.7 94.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.0 0.2 0.1 0.8 2.1 3.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 16.7 13.6 7.2 5.7 10.7 12.9 Incremental Delay ( d 2 ), s/veh 1.2 0.0 0.0 0.1 0.2 1.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 17.9 13.6 7.2 5.7 10.8 14.0 Level of Service (LOS)B B A A B B Approach Delay, s/veh / LOS 17.5 B 0.0 5.9 A 12.7 B Intersection Delay, s/veh / LOS 12.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.93 B 1.93 B 0.66 A 1.88 B Bicycle LOS Score / LOS F 0.93 A 1.72 B Copyright © 2019 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8 Generated: 6/24/2019 10:20:21 AM