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HomeMy WebLinkAboutBLOOM FILING SIX - PDP230017 - SUBMITTAL DOCUMENTS - ROUND 4 - Traffic Study BLOOM, FILING 6 TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO NOVEMBER 2024 Prepared for: TDC Development 8840 Longs Peak Circle Windsor, CO 80550 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Fort Collins, CO 80538 r Phone: 970-669-2061 FAX: 970-669-5034 4 ' �711 Project #2339 TABLE OF CONTENTS I. INTRODUCTION........................................................................................................ 1 II. EXISTING CONDITIONS..........................................................................................2 LandUse......................................................................................................................... 2 Roads..............................................................................................................................2 ExistingTraffic................................................................................................................. 5 ExistingOperation........................................................................................................... 5 Pedestrians Facilities ...................................................... ........................................... 5 BicycleFacilities.............................................................................................................. 9 TransitFacilities .............................................................................................................. 9 III. PROPOSED DEVELOPMENT............................................................................... 10 TripGeneration ............................................................................................................. 10 TripDistribution ............................................................................................................. 10 Background Traffic Projections ..................................................................................... 10 TrafficAssignment......................................................................................................... 16 TotalTraffic................................................................................................................... 16 SignalWarrants............................................................................................................. 16 Geometry ...................................................................................................................... 16 OperationsAnalysis ...................................................................................................... 22 QueuingAnalysis ..........................................................................................................22 Pedestrian Level of Service...........................................................................................28 BicycleLevel of Service ................................................................................................29 TransitLevel of Service.................................................................................................29 IV. CONCLUSIONS/RECOMMENDATIONS ..............................................................30 LIST OF TABLES 1 . Current Peak Hour Operation.................................................................................... 8 2. Trip Generation ....................................................................................................... 12 3. Short Range (2028) Background Peak Hour Operation ..........................................23 4. Long Range (2045) Background Peak Hour Operation...........................................24 5. Short Range (2028) Total Peak Hour Operation .....................................................25 6. Long Range (2045) Total Peak Hour Operation......................................................26 —/I'—DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES LIST OF FIGURES 1. Site Location .............................................................................................................3 2. Existing Intersection Geometry..................................................................................4 3. Recent Peak Hour Traffic .........................................................................................6 4. Averaged/Balanced and Synthesized Recent Peak Hour Traffic .............................. 7 5. Site Plan.................................................................................................................. 11 6. Trip Distribution ....................................................................................................... 13 7. Short Range (2028) Background Peak Hour Traffic................................................ 14 8. Long Range (2045) Background Peak Hour Traffic................................................. 15 9. Site Generated Peak Hour Traffic ........................................................................... 17 10. Short Range (2028) Total Peak Hour Traffic........................................................... 18 11 . Long Range (2045) Total Peak Hour Traffic............................................................ 19 12. Short Range (2028) Geometry................................................................................ 20 13. Long Range (2045) Geometry................................................................................. 21 14. Queuing Plan .......................................................................................................... 27 APPENDICES A. Study Limits/Base Assumptions Form B. Recent Peak Hour Traffic Counts C. Current Peak Hour Operation/Level of Service Descriptions D. Short Range (2028) Background Peak Hour Operation E. Long Range (2045) Background Peak Hour Operation F. Short Range (2028) Total Peak Hour Operation G. Long Range (2045) Total Peak Hour Operation H. Pedestrian/Bicycle Level of Service —/II—DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES I. INTRODUCTION This Transportation Impact Study (TIS) addresses the capacity, geometric, and control requirements for the proposed Bloom, Filing 6 development. The proposed Bloom, Filing 6 development is located north of Mulberry Street and the North Frontage Road, and west of Greenfields Court in Fort Collins, Colorado. This TIS addresses both the short range (2028) and the long range (2045) futures. During the course of this analysis, numerous contacts were made with City staff, the project developer (TDC Development), and the project planning consultant (Planscapes Design Group). Since this land is within the City of Fort Collins, the traffic impact study guidelines for Fort Collins, as contained in the "Larimer County Urban Area Street Standards" (LCUASS) were used. The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants and geometric requirements. The following intersections, as agreed to in the scoping discussions, were addressed in this traffic study: Mulberry/Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access intersections. Appendix A contains the Transportation Impact Study Base Assumptions form and related attachments for the Bloom, Filing 6 development. This TIS addresses staff comments related to the "Bloom, Filing 6 Transportation Impact Study," dated August 2024. --//LDELICH Bloom, Filing 6 TIS, November 2024 -71 ASSOCIATES Page 1 II. EXISTING CONDITIONS The location of the Bloom, Filing 6 site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use The project site is currently vacant. The land surrounding the site consists of primarily commercial and residential uses. There are commercial uses to the west and east of the site. There are residential uses and developing residential uses to the north, northwest, and south of the site. The center of Fort Collins lies to the west of the Bloom, Filing 6 site. Roads The primary streets near Bloom, Filing 6 site are Mulberry Street, Greenfields Court, and the N. Frontage Road. The existing geometry and control at the Mulberry/ Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/ RT Access intersections is shown in Figure 2. Mulberry Street is to the south of the Bloom, Filing 6 site. It is an east-west street designated as a six-lane arterial street on the Fort Collins Master Street Plan. Currently, Mulberry Street has a four-lane cross section, with grass center median, and an existing posted speed of 45 mph. At the time traffic data was obtained, the Mulberry/Greenfields intersection had the following geometry: Mulberry Street had eastbound and westbound left-turn lanes, two through lanes in each direction, and eastbound and westbound right- turn lanes. There was also short eastbound and westbound right-turn acceleration lanes. The Mulberry/Greenfields intersection has signal control. This is the geometry that was analyzed for the existing conditions. At the Mulberry/RT Access intersection, Mulberry Street has two westbound through lanes and a westbound right-turn lane. There is also a short westbound right-turn acceleration lane. The Mulberry/RT Access intersection has stop sign control on the RT Access. This RT Access is to be closed with this development proposal. This is consistent with the SH14 Access Control Plan. Greenfields Court is a north-south street designated as a two-lane arterial street, north of Mulberry Street, on the Fort Collins Master Street Plan. Greenfields Court is designated as a collector street, south of Mulberry Street. At the Mulberry/Greenfields intersection, Greenfields Court has northbound and southbound left-turn lanes and combined northbound and southbound through/right-turn lanes. A roundabout at the Greenfields/N. Frontage Road intersection has recently been completed. At the time of the traffic counts, the Greenfields/N. Frontage Road intersection had stop sign control on Greenfields Court. The N. Frontage Road is to the south of (adjacent to) the Bloom, Filing 6 site. The N. Frontage Road is designated as a collector street on the Fort Collins Master Street Plan. At the time of the traffic counts, the Greenfields/N. Frontage Road intersection had ," I DELICH Bloom, Filing 6 TIS, November 2024 1 [—ASSOCIATES Page 2 N F:1H RAILROAD 25 En Bloom, Filing 6 N. Frontage Rd. Mulberry s� G. SCALE: 1"=2000' SITE LOCATION Figure 1 _J'f 1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 7 1 Page 3 I& N o� ON. Frontage Rd. sroP � Mulberry � ®TO TO a� c m p /Ln V —No - Denotes Lane - Right-turn Acceleration Lane EXISTING INTERSECTION GEOMETRY Figure 2 —or!1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 4 stop sign control on Greenfields Court. At the N. Frontage Road/RT Access intersection, there is stop sign control on the N. Frontage Road. The N. Frontage Road is posted at 35 mph. Existing Traffic Recent peak hour traffic volumes at the Mulberry/Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access intersections are shown in Figure 3. The counts at the Mulberry/Greenfields intersection were obtained in June 2022 by the City of Fort Collins. The counts at the Greenfields/N. Frontage Road intersection were obtained from the "Bloom Master Traffic Impact Study," dated January 2022. At the time of this TIS, the Greenfields/N. Frontage Road intersection was under construction, rebuilding the intersection with a roundabout. This construction also had the N. Frontage Road closed between Greenfields Court and just east of the RT Access intersection. Therefore, recent traffic counts could not be obtained. In order to synthesize traffic counts at the Mulberry/RT Access and N. Frontage Road/RT Access intersections, the link volumes on the N. Frontage Road were reviewed and a rough trip generation for the land uses along the N. Frontage Road was calculated. The averaged/balanced and synthesized recent peak hour traffic are shown in Figure 4. Existing Operation The Mulberry/Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access intersections were evaluated, and the peak hour operation is displayed in Table 1. Calculation forms are provided in Appendix C. The key intersections currently meet the Fort Collins operational criteria with existing control, signal timing, and geometry. The existing signal timing was used at the Mulberry/Greenfields intersection. The intersections were evaluated using techniques provided in the Highway Capacity Manual, 6tn Edition. A description of level of service for signalized and unsignalized intersections from the Highway Capacity Manual, 6t" Edition and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. At signalized intersections, acceptable operation is considered to be at level of service D overall and level of service E for any approach leg or movement. Acceptable operation is considered to be at level of service D overall and level of service F for any approach leg at unsignalized intersections. Pedestrian Facilities There are no sidewalks in the area of the Bloom, Filing 6 site. There are some developing pedestrian facilities south of Mulberry Street. Pedestrian facilities will be built with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. —/II—DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES Page 5 I& N 12/7 x—53/77 eta 15/33---,�,, f N CY);I 9 309 63,//3/6666 Mulberry 27/23- 986/1824 i 89/74---\ v rn-m M w m c a� a� /Ln V AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 _-o'/1-DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 6 I& N 12/7 49/74 1 / — 14/3232 Lorn ,a.M M f 4/2 12/19 2/8— r N. Frontage Rd. 4/8 rn.0 N N� N04 33 co o 6/9 1595/1309 1668/1428 36 63/66 � 8/ 1099/1920 — Mulberry 24/22� f 986/1824 89/74--- C9�2 v Mo� M U) N c N N V AM/PM AVERAGED/BALANCED AND SYNTHESIZED RECENT PEAK HOUR TRAFFIC Figure 4 _-o'/1-DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 —7 1 Page 7 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM EB LT A A EB T A B EB RT A A EB APPROACH A B WB LT A B WB T B A WB RT A A Mulberry/Greenfields WB APPROACH B A (signal) NB LT D E N B T/RT D D NB APPROACH D E SB LT D D SB T/RT D D SB APPROACH D D OVERALL B B NB LT/RT A A Greenfields/N. Frontage Road WB LT/T A A (stop sign) OVERALL A A Mulberry/RT Access SB RT B B (RT-in/RT-out) EB T/RT A A N. Frontage Road/RT Access WB LT/T A A (stop sign) NB LT/RT A A OVERALL A A �/LDELICH Bloom, Filing 6 TIS, November 2024 -7/ ASSOCIATES Page 8 Bicycle Facilities Bicycles use the wide shoulders on Mulberry Street. There are bicycle lanes along Greenfields Court, south of Mulberry Street. Bicycle facilities will be included with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. Transit Facilities Currently, this area of Fort Collins is served by Transfort Route 14 service on the S. Frontage Road, Greenfields Court, and the N. Frontage Road. --//LDELICH Bloom, Filing 6 TIS, November 2024 -71 ASSOCIATES Page 9 III. PROPOSED DEVELOPMENT The proposed Bloom, Filing 6 will consist of a C-store/gas station, a one window drive-thru coffee shop, an automated car wash, and approximately 8,000 square feet of retail. Figure 5 shows a site plan of the proposed Bloom, Filing 6 site. The short range analysis (Year 2028) includes development of the proposed Bloom, Filing 6 site and an appropriate increase in background traffic due to normal growth and other potential developments in the area. The long range analysis year is considered to be 2045. Access to the Bloom, Filing 6 site will be via one proposed full-movement access to/from the N. Frontage Road. Trip Generation Trip generation is important in considering the impact of a development on the existing and proposed street system. Trip Generation, 11t" Edition, ITE was used to determine the trips that would be generated by the Bloom, Filing 6 development. A trip is defined as a one-way vehicle movement from origin to destination. Table 2 shows the expected trip generation from the site on a daily and peak hour basis. The trip generation for full development of Bloom, Filing 6 site resulted in 5,770 daily trip ends, 592 morning peak hour trip ends, and 534 afternoon peak hour trip ends. Pass-by rates for the peak hours were applied according to the Trip Generation Handbook, 3rd Edition, ITE. Trip Distribution Trip distribution for the Bloom, Filing 6 site was estimated using knowledge of the existing and planned street system, existing traffic patterns, development trends, and engineering judgment. Figure 6 shows the trip distribution for the short range (2028) and long range (2045) analysis futures. The trip distribution was agreed to by City of Fort Collins staff in the scoping discussions. The trip distribution applies to the assigned site trips. Passby trips are based upon the distribution of the existing traffic volumes on the street. Background Traffic Projections Background traffic projections for the short range (2028) and long range (2045) future horizons were developed by factoring the volumes on Mulberry Street by approximately two percent per year. In addition to this, site traffic from Bloom, Filing 2, 3, and 4 were added to the traffic forecasts in the short range (2028) future. Site traffic from the Bloom Master TIS was used for the long range (2045)traffic projections. Figures 7 and 8 respectively show the short range (2028) and long range (2045) background peak hour traffic at the Mulberry/Greenfields and Greenfields/N. Frontage Road intersections. i I DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES Page 10 � y 4k SCALE`. 1"=100' o �o sa ea y \ I 1 \ I \ ` \ \ OUT QT A I 67.26 9Q..FT. \ - 1.543 NCRES I ^ ` I LOT 2 97.4255Q.FT. �R010 RW \ 3 Iry O.A6'3 AC11-1 �I \ QUTCXC%TA TRACTA 1 11751 54. _ Q2A9 ACRESLd ® gyp} 4 4 4 1I d5.flB050..FT. I 1.457 ACRES ^g U I r zr .zr a A a A• •g� 1 i r , ■ I r'Pr �� I I I b 4 I I I I i � 1S 8 Q 0.. 1 6 C F�`AC C-STORE (1 1 I � o yaw Zj 12 SITE PLAN Figure 5 _J'f 1-DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 7,1 Page 11 TABLE 2 Trip Generation AWDTE AM Peak Hour PM Peak Hour Code Use Size Rate Trips Rate In Rate Out Rate In Rate Out 16 27.04 27.04 22.76 22.76 945 C-StorelGas Positions 257.13 4114 50% 216 50% 217 50% 182 50% 182 Coffee/Donut Shop 85.88 85.88 38.99 38.99 937 with Drive-Thru 1.0 KSF 533.57 534 51% 44 49% 42 50% 19 50% 20 822 Strip Retail Plaza 8.0 KSF 54.45 436 2.36 60% 11 2.36 40% 8 6.59 50% 26 6.59 50% 27 Automated Car 77.50 77.50 948 Wash 1 Tunnel Est. 686 Est. 27 Est. 27 50% 39 50% 39 Total 5770 298 294 266 268 --//LDELICH Bloom, Filing 6 TIS, November 2024 -71 ASSOCIATES Page 12 I& N cn /Ln V O 0 r 5% 5% 30% N. Frontage Rd. 45% Mulberry LO TRIP DISTRIBUTION Figure 6 _J'f 1-DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 7,1 Page 13 I& N O ONO �_ 0/0 /7 50/76 eFL6 0/0 30/60 10/13, N N �r-c) fh Ch O N 103/226 486 65/685/68 Mulberry 41/75---/ 1121/2063 i 92/76 v N-CEO O (A N C N /Ln V ---w- AM/PM SHORT RANGE (2028) BACKGROUND PEAK HOUR TRAFFIC Figure 7 _-o'/1-DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 14 I& N LO �N LO C)o 15/25 15/10 55/80 eFLa 5/5--1'4( � t r 10/15- 35/65� o co Lo,Lo v o co 0 o LO or-- v�nv w o CS) 295/580 70/75 735 0/75 Mulberry 170/335 1410/2555 i 100/80 o iOo a� c a> N /Ln V • AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2045) BACKGROUND PEAK HOUR TRAFFIC Figure 8 _—o'/1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 15 Traffic Assignment Trip assignment is the product of both the trip generation and trip distribution processes. Figure 9 shows the site generated peak hour traffic at the Mulberry/ Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access intersections. Total Traffic The traffic volumes generated by the proposed Bloom, Filing 6 development were added to the background traffic volumes to produce the total traffic volume forecasts for the short range (2028) and long range (2045) futures. Figures 10 and 11 show the respective short range (2028) and long range (2045) total peak hour traffic at the Mulberry/Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access intersections. Signal Warrants As a matter of policy, traffic signals are not installed at any location until such time that signal installation warrants are met according to the Manual on Uniform Traffic Control Devices. The Mulberry/Greenfields intersection is currently signalized. The Greenfields/N. Frontage Road intersection will have roundabout control in the near future. For the streets in the vicinity of the Bloom, Filing 6 site, four hour and/or eight hour signal warrants are applicable. These warrants require much data and are applied when the traffic is actually on the area road system. There will be no additional signalized intersections. Geometry Figures 12 and 13 respectively show schematics of the short range (2028) and long range (2045)geometry. The "Bloom Master Traffic Impact Study (BMTIS)," dated January 2022, shows that Mulberry Street will have three through lanes in each direction by the short range year of 2023. However, it is unclear when Mulberry Street will be expanded to a six-lane facility. Therefore, Mulberry Street is shown with its recently constructed geometry for the short range (2028) future. With Bloom, Filing 2, 3, and 4, the southbound approach at the Mulberry/Greenfields intersection shows dual left-turn lanes, one through lane, and a channelized right-turn lane. At the Mulberry/Greenfields intersection, dual eastbound left-turn lanes have been constructed. A westbound right-turn deceleration lane will be required at the N. Frontage Road/Site Access intersection. According to the State Highway Access Code, the right-turn deceleration lane for the N. Frontage Road should include bay taper and storage. The westbound right turns entering the site will not be stopped. Therefore, storage is not necessary. It is recommended that there be 50 feet of full width lane and a bay taper of 120 feet (taper ratio = 10:1) to the west. In the long range (2045) future, Mulberry Street was assumed to have three through lanes in each direction. I DELICH Bloom, Filing 6 TIS, November 2024 1 [—ASSOCIATES Page 16 I& N 4 N -J lT i 1 —5/7 U) Q18/23 5/6 i 267/233 N � M N (0 N L O N 293/260 5/6 N. Frontage Rd. _ (D M cn - 8 � -97/-4-97/-47 Mulberry 97/111 -60/-68 — U) a) c m a� ,Ln V AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 9 _-o'/1-DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 771 Page 17 I& N LO o �—0/0 N N O —50//76 U) U 18/23 Q 15/19i N 297/293 U-)N CO MNM O M �O LO N 293/260 26/21 5/6 N. Frontage Rd. 6/16 o M I-- N M W N 0) D{coCO 257/334 65/68 439 5/68 Mulberry 138/1816 f 1061/1995 i 92/76 �N 4 N—(CO O U) _-0 N C N ,Ln V AM/PM SHORT RANGE (2028) TOTAL PEAK HOUR TRAFFIC Figure 10 _—o'/1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 18 I& N LOr-o N�N o 0 15/25 55//80 /J T a� U 25/30 Q 15/20 i 300/300 N�Lo C O M Lo N M M O LO N 295/260 30/15 5/5 N. Frontage Rd. 10/20 o Cn rn o vUnm M�� 450/690 2275/1690 1170,//75 Mulberry 265/445 f 1350/2485- 100/80 N O M O U) _-0 N C N p ,Ln V --a— AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2045) TOTAL PEAK HOUR TRAFFIC Figure 11 _—o'/1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 19 I& N U) U) w plus bay taper(120') dO1S � N. Frontage Rd. Mulberry 2 c a� m /Ln V - Denotes Lane - Right-turn Acceleration Lane SHORT RANGE (2028) GEOMETRY Figure 12 _—o'/1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 20 I& N U) U) w plus bay taper(120') dO1S � N. Frontage Rd. Mulberry � ® T c a� m /Ln V - Denotes Lane - Right-turn Acceleration Lane LONG RANGE (2045) GEOMETRY Figure 13 _—o'/1—DELICH ASSOCIATES Bloom, Filing 6 TIS, November 2024 -7 1 Page 21 Operation Analysis Operation analyses were performed at the Mulberry/Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access intersections. The operations analyses were conducted for the short range future, reflecting a year 2028 condition, and the long range future, reflecting a year 2045 condition. Table 3 shows the short range (2028) background peak hour operation at the Mulberry/Greenfields and Greenfields/N. Frontage Road intersections. The key intersections meet the Fort Collins level of service standards in the peak hours. Calculation forms for these analyses are provided in Appendix D. Table 4 shows the long range (2045) background peak hour operation at the Mulberry/Greenfields and Greenfields/N. Frontage Road intersections. The key intersections meet the Fort Collins level of service standards in the peak hours. Calculation forms for these analyses are provided in Appendix E. Using the traffic volumes shown in Figure 10, Table 5 shows the short range (2028) total peak hour operation at the Mulberry/Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access intersections. Calculation forms for these analyses are provided in Appendix F. The key intersections meet the Fort Collins level of service standards in the peak hours with the recommended control and geometry. Using the traffic volumes shown in Figure 11, Table 6 shows the long range (2045) total peak hour operation at the Mulberry/Greenfields, Greenfields/N. Frontage Road, and N. Frontage Road/Site Access intersections. Calculation forms for these analyses are provided in Appendix G. The key intersections meet the Fort Collins level of service standards in the peak hours with the recommended control and geometry. Queuing Analysis Figure 14 shows the queuing plan for the coffee shop and the car wash. The highest trip generation occurs in the morning peak hour for the coffee shop. The highest trip generation occurs in the afternoon peak hour for the car wash. These hours were used in the following analyses. According to the site plan for the coffee shop, the single lane drive-thru aisle from the service window is approximately 90 feet long and can accommodate four vehicles at a spacing of 23.5 feet per vehicle (front bumper to front bumper). The lane of the double drive-thru aisle is approximately 140 feet long and can accommodate 12 vehicles total. A total of 16 vehicles can be in the queue without spilling out of the coffee shop parcel. The service time with respect to the queuing analysis is the time spent at the service window. Based upon information obtained from typical drive-thru coffee shops, service time data in the morning peak hour indicates that the average service time at the window —/II—DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES Page 22 TABLE 3 Short Range (2028) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D D EB T B C EB RT A A EB APPROACH B C WB LT D E WB T C B WB RT A A Mulberry/Greenfields WB APPROACH C B (signal) NB LT D E NB T/RT D D NB APPROACH D E SB LT D D SB T D D SB RT A A SB APPROACH D D OVERALL C C EB APPROACH A A WB APPROACH A A NB LT/T A A NB T/RT A A Greenfields/N. Frontage Road NB APPROACH A A (roundabout) SB LT/T A A SB T/RT A A SB APPROACH A A OVERALL A A DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES Page 23 TABLE 4 Long Range (2045) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D E EB T B C EB RT B B EB APPROACH B C WB LT D E WB T C C WB RT B B Mulberry/Greenfields WB APPROACH C C (signal) NB LT E E NB T/RT D E NB APPROACH E E SB LT D D SB T D D SB RT A A SB APPROACH D D OVERALL C C EB APPROACH A A WB APPROACH A B NB LT/T A B NB T/RT A A Greenfields/N. Frontage Road NB APPROACH A B (roundabout) SB LT/T A B SB T/RT A A SB APPROACH A B OVERALL A B DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES Page 24 TABLE 5 Short Range (2028) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT E D EB T B D EB RT A A EB APPROACH C D WB LT E E WB T C B WB RT B B Mulberry/Greenfields WB APPROACH C C (signal) NB LT E E NB T/RT E E NB APPROACH E E SB LT E E SB T D D SB RT A A SB APPROACH E E OVERALL C C EB APPROACH A A WB APPROACH A A NB LT/T A A NB T/RT A A Greenfields/N. Frontage Road NB APPROACH A A (roundabout) SB LT/T A A SB T/RT A A SB APPROACH A A OVERALL A A N. Frontage Road/Site Access SB LT/RT B BEB LT A A (stop sign) OVERALL A A --//LDELICH Bloom, Filing 6 TIS, November 2024 -7/ ASSOCIATES Page 25 TABLE 6 Long Range (2045) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT E E EB T B C EB RT B B EB APPROACH C D WB LT D E WB T D C WB RT B C Mulberry/Greenfields WB APPROACH C C (signal) NB LT E E NB T/RT E E NB APPROACH E E SB LT E E SB T D D SB RT A A SB APPROACH E E OVERALL C D EB APPROACH B C WB APPROACH A C NB LT/T A D NB T/RT A A Greenfields/N. Frontage Road NB APPROACH A C (roundabout) SB LT/T B C SB T/RT A A SB APPROACH B C OVERALL A C N. Frontage Road/Site Access SB LT/RT B BEB LT A A (stop sign) OVERALL A A --//LDELICH Bloom, Filing 6 TIS, November 2024 -7/ ASSOCIATES Page 26 I& N 0.77 acres ^�\" 1 1 FOUND IS ASTIC WITH LS56067PLASTIC CAP \ I CROSS ACCESS EASEMENT t \ ZO E OF.Ob. DW44V u al .00 3 Lot Lot 4 a uere Feet 3o248 Square Fee 49,305 Square Feet iy _ G p ''� h 0.70 acres ES 0 1.13 acres N r � PARCEL A•o 070BL41" CWAra-L rroraurCM r. 00 4 n A 5.83 SF Scl ft H® II — — — WHITC NNYL -- C --___---n__—_ --_ —__ - PICKET FENCC J —_—_— 5'SIDEWALK 'I WHIlE'ANY, _ PICKET FENCE 5510EWALK S BIKE LANE ANE _B_fH_E LANE SOUTH OVARTER CORNER SECTION 9.T.7N..R.58W. ' �FeuNO 18 WEAR WTH 2-5"ALUM-CAP 9F.?k'YfiCOI4/FRONTAGFROAD - 8s o'ea^N 0 120.0 265214'\ Ls 22573 50. � _ IFIEO SCALE: 1"=60' QUEUING PLAN Figure 14 J'f LDELICH Bloom, Filing 6 TIS, November 2024 7,1 [-ASSOCIATESPage 27 is 62.2 seconds (use 65.0 seconds). In order to determine if the available 16 vehicle length queue is adequate, a queuing analysis, as described in Chapter 8 of Transportation and Land Development, ITE, 1988, was conducted. The results of the queuing analysis indicated that the 95th percentile longest queue, during the morning peak hour, would need to accommodate 12 vehicles (11.1 vehicles) at one time. Since the available length can accommodate 16 vehicles with no impact to the site, it is concluded that the drive- thru lane will accommodate the 95th percentile queue. The highest trip generation for the car wash occurs in the afternoon peak hour. Therefore, the queuing analysis was performed for only the afternoon peak hour. According to the site plan schematic, there will be a single drive aisle from the car wash tunnel entrance, back approximately 145 feet. Beyond this single drive aisle, vehicles will form three lanes. Each of these three drive aisles will be approximately 200 feet long. Therefore, there is approximately 745 feet of vehicle queuing length available for the car wash. This total queuing length can accommodate 33 vehicles at a length of 23.5 feet per full-size vehicle (front bumper to front bumper). Based upon other tunnel car washes, the service time through the tunnel is between two and five minutes, depending upon the tunnel belt speed. To be conservative, an average service time of four minutes was used for analysis purposes. In addition to this, a vehicle can be loaded into the car wash tunnel every 20 feet. With a car wash tunnel of approximately 120 feet, it is calculated that five vehicles can be in the car wash tunnel at any given time. However, to be conservative, it was assumed that three vehicles can be in the tunnel. With three vehicles able to be serviced in the tunnel, the service time for each car wash becomes 80 seconds (4 minutes/3 vehicles) for the queuing analysis. In order to determine if the available 33 vehicle length queue (�745 feet) is adequate, a queuing analysis, as described in Chapter 8 of Transportation and Land Development, ITE, 1988, was conducted. The results of the queuing analysis indicated that the longest queue (95th percentile), during the afternoon peak hour would need to accommodate 18.93 vehicles (say 19 vehicles) at one time. Since the available queuing length can accommodate 33 vehicles, it is concluded that the 95th percentile back of the queue will not extend beyond the queuing lanes. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Bloom, Filing 6 site. The Bloom, Filing 6 site is located within an area termed as "activity center/corridor," which sets the level of service threshold at LOS B for all measured factors, except for street crossings at LOS C. There are four destination areas within 1320 feet of the proposed Bloom, Filing 6 site: 1) the commercial uses to the west of the site, 2) the residential area to the north of the site, 3)the commercial uses to the south and southeast of the site, and 4) the residential area to the south of the site. There are no sidewalks in the area of the Bloom, Filing 6 site. There are some developing pedestrian facilities south of Mulberry Street. Pedestrian facilities have been/will be built with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. Sidewalks will be built throughout the Bloom, Filing 6 development. A sidepath will be built adjacent to the N. Frontage Road along the Bloom, Filing 6 frontage. In the future, this sidepath will extend across the frontage of the Vet Clinic property and across the Lake Canal ditch, connecting to the sidewalks built with the Bloom, Filing 2, 3, and 4 projects. It was not --//LDELICH Bloom, Filing 6 TIS, November 2024 -71 ASSOCIATES Page 28 feasible for Bloom, Filing 6 to build a bridge across the Lake Canal ditch. The City of Fort Collins and Bloom, Filing 6 came to an agreement that this project would provide cash in lieu of connecting across the Lake Canal ditch. • Directness —The distance ratio to all pedestrian destinations is less than 1.2 (LOS A) using the existing street grid system of the N. Frontage Road and Greenfields Court. • Continuity — The continuity to all pedestrian destinations will not be acceptable, due to the lack of sidewalks in this area. A sidepath will be constructed along the north side of the N. Frontage Road adjacent to the Bloom, Filing 6 property. There will be a gap in the sidewalk across the Vet Clinic property and the Lake Canal ditch crossing. There are currently no sidewalks along properties to the west of the site. • Street Crossings — The street crossings will be acceptable at LOS B for destination areas 1 and 2. For destination areas 3 and 4, the LOS will be E crossing Mulberry Street at the Mulberry/Greenfields signalized intersection. There is no crosswalk striping and there is no pedestrian indicator on the signal poles. • Visual Interest and Amenity —The visual interest and amenity will be acceptable at LOS B for destination areas 1 and 2. For destination areas 3 and 4, this area lacks pedestrian facilities (LOS D range). • Security — The security is acceptable at LOS B for destination area 2. For destination areas 1, 3, and 4, the LOS will be C. Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of the Bloom, Filing 6 site. Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of the Bloom, Filing 6 site: 1) the commercial uses to the south and southeast of the site. A bicycle sidepath will be built adjacent to the site. However, the bicycle level of service will not be acceptable due to the lack of bicycle lanes on the N. Frontage Road along the Vet Clinic property, the Lake Canal ditch crossing, and to the west of the site. The bicycle LOS Worksheet is provided in Appendix H. Bicycles use the wide shoulders on Mulberry Street. There are bicycle lanes along Greenfields Court, south of Mulberry Street. Bicycle facilities have been/will be included with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. Transit Level of Service Currently, this area of Fort Collins is served by Transfort Route 14 service on the S. Frontage Road, Greenfields Court, and the N. Frontage Road. —/II—DELICH Bloom, Filing 6 TIS, November2024 -7 1 [—ASSOCIATES Page 29 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the transportation impacts associated with the development of the Bloom, Filing 6 in Fort Collins, Colorado. This study analyzed the transportation impacts in the short range (2028) and long range (2045) futures. As a result of these analyses, the following is concluded: • Development of the Bloom, Filing 6 site is feasible from a traffic engineering standpoint. The trip generation for full development of the Bloom, Filing 6 site resulted in 5,770 daily trip ends, 592 morning peak hour trip ends, and 534 afternoon peak hour trip ends. • Current operation at the Mulberry/Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access intersections is acceptable based upon City of Fort Collins evaluation criteria. • The Mulberry/Greenfields intersection is currently signalized. The Greenfields/N. Frontage Road intersection has recently constructed roundabout control. The Mulberry/RT Access, N. Frontage Road/RT Access, and N. Frontage Road/Site Access intersections will not warrant signalization. • Figures 12 and 13 respectively show schematics of the short range (2028) and long range (2045) geometry. • With short range (2028) traffic and the Bloom, Filing 6 development, the key intersections meet the Fort Collins level of service standards in the peak hours with the recommended/existing control and geometry. • With long range (2045) traffic and the key intersections will meet the Fort Collins level of service standards in the peak hours using the recommended control and geometry. • The results of the queuing analysis indicated that the 95th percentile longest queue, during the morning peak hour, can be accommodated for the coffee shop. For the car wash, the queuing analysis indicated that the 95th percentile longest queue, during the afternoon peak hour, can be accommodated. • The pedestrian level of service will not be acceptable for the continuity category. There are no sidewalks in the area of the Bloom, Filing 6 site. There are some developing pedestrian facilities south of Mulberry Street. Pedestrian facilities have been/will be built with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. Sidewalks will be built throughout the development. A sidepath will be built adjacent to the N. Frontage Road along the Bloom, Filing 6 frontage. In the future, this sidepath will extend across the frontage of the Vet Clinic property and across the Lake Canal ditch, connecting to the sidewalks built with the Bloom, Filing 2, 3, and 4 projects. It was not feasible for —/II—DELICH Bloom, Filing 6 TIS, November 2024 1 [—ASSOCIATES Page 30 Bloom, Filing 6 to build a bridge across the Lake Canal ditch. The City of Fort Collins and Bloom, Filing 6 came to an agreement that this project would provide cash in lieu of connecting across the Lake Canal ditch. • A bicycle sidepath will be built adjacent to the site. However, the bicycle level of service will not be acceptable due to the lack of bicycle lanes on the N. Frontage Road along the Vet Clinic property, the Lake Canal ditch crossing, and to the west of the site. Bicycles use the wide shoulders on Mulberry Street. There are bicycle lanes along Greenfields Court, south of Mulberry Street. Bicycle facilities have been/will be included with the reconstruction and extension of Greenfields Court with the Bloom, Filing 2, 3, and 4 projects. The sidepath can be accommodated along the N. Frontage Road when the City implements this element of the active modes plan along Mulberry Street. • Currently, this area of Fort Collins is served by Transfort Route 14 service on the S. Frontage Road, Greenfields Court, and the N. Frontage Road. —/II—DELICH Bloom, Filing 6 TIS, November 2024 -7 1 [—ASSOCIATES Page 31 APPENDIX A Attachment "A" Transportation Impact Study Base Assumptions Project Information Project Name Bloom, Filing 6 Project Location Adjacent to the north frontage road of Mulberry Street, west of Greenfields TIS Assumptions Type of Study Full: Yes Intermediate: MTIS: Memo: Study Area Boundaries North: N. Frontage Rd. South: N. Frontage Rd. East: Greenfields West: Site Study Years Short Range: 2028 Long Range: 2045 Future Traffic Growth Rate 2% per year Study Intersections 1. All access drives 5. 2. Greenfields/N. Frontage 6. 3. Mulberry/Greenfields 7. 4. 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: N/A Trip Generation Rates (see Per ITE attached Trip Adjustment Factors Passby: Per ITE Captive Market: N/A Trip Distribution (see attached) North 10% South 5% East 50% West 35% Mode Split Assumptions N/A Committed Roadway Improvements City Provide Other Traffic Studies Bloom, Filing 2, 3, 4 (short range) Bloom full build (long range) Areas Requiring Special Study Discussion regarding ped/bike Connectivity challenges -Bike and Pedestrian connectivity to the greater Bloom development will be required Date: August 21, 2024 Traffic Engineer: Delich Associates Local Entity Engineer: stev-u— 8/28/2024 Page 4-34 Larimer County Urban Area Street Standards—Repealed and Reenacted April 1,2007 Adopted by Larimer County, City of Loveland, City of Fort Collins N F:1H RAILROAD 25 En Bloom, Filing 6 N. Frontage Rd. Mulberry s� G. SCALE: 1"=2000' SITE LOCATION Figure 1 _J'f 1—DELICH ASSOCIATES Bloom, Filing 6 TIS,August 2024 7 1 Page 3 4k SCALE`. 1"=100' I I I I DETENTION `r. i. 4wmmv 47 w Sg—Feel I RVAIL qk"f A,000 Sr 14,W0 u� 1v�lvt - 17.314 Sqm FW \� � a3!1DT@1 PA1YR9 sP 48.515 S14—FeP1 g1fp ww �_ f9]OS 9gPPiP 4! V oI 1.14— 1.15 PtlP�. 1 I I G3TQftE ® P 5.600 sq 9 b`� MIfAFVZM"rfC0/i/fAV"AG£,4or 0 SITE PLAN Figure 5 _J'f 1-DELICH ASSOCIATES Bloom, Filing 6 TIS,August 2024 7,1 Page 11 TABLE 2 Trip Generation AWDTE AM Peak Hour PM Peak Hour Code Use Size Rate Trips Rate In Rate Out Rate In Rate Out 16 27.04 27.04 22.76 22.76 945 C StorelGas Positions 257.13 4114 50% 216 50% 217 50% 182 50% 182 937 Coffee/Donut Shop 1.0 KSF 533.57 534 85.88 44 85.88 42 38.99 19 38.99 20 with Drive-Thru 51% 49% 50% 50% 822 Strip Retail Plaza 8.0 KSF 54.45 436 2.36 11 2.36 8 6.59 26 6.59 27 60% 40% 50% 50% Automated Car 77.50 77.50 948 Wash 1 Tunnel Est. 686 Est. 27 Est. 27 50% 39 50% 39 Total 5770 298 294 266 268 Page 4-34 Larimer County Urban Area Street Standards—Repealed and Reenacted April 1,2007 Adopted by Larimer County, City of Loveland, City of Fort Collins I& N cn /Ln V O 0 r 5% 5% 30% N. Frontage Rd. 45% Mulberry LO TRIP DISTRIBUTION Figure 6 _J'f 1-DELICH ASSOCIATES Bloom, Filing 6 TIS,August 2024 7 1 Page 13 APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: 970 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 6/14/2022 Observer: Fort Collins Day: Tuesday Jurisdiction: Fort Collins R=right turn Intersection: Mulberry/Greenfields S=straight L=left turn Time Northbound: Greenfields Southbound: Greenfields Total Eastbound: Mulberry Westbound: Mulberry Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 29 2 14 45 8 2 2 12 57 6 270 24 300 18 446 4 468 768 825 7:45 32 1 25 58 7 2 2 11 69 8 252 24 284 16 496 0 512 796 865 8:00 15 3 12 30 13 1 3 17 47 8 259 21 288 18 318 2 338 626 673 8:15 23 5 11 39 13 3 2 18 57 5 205 20 230 11 335 1 347 577 634 7:30-8:30 99 11 62 172 41 8 9 58 230 27 986 89 1 1102 1 63 1 1595 7 1 1665 1 2767 1 2997 PHF 0.77 0.55 0.62 0.74 0.79 0.67 0.75 0.81 0.84 0.91 0.93 0.92 0.88 0.8 1 0.44 0.81 0.87 __] 4:30 32 6 17 55 18 3 11 32 87 5 460 23 488 14 326 2 342 830 917 4:45 31 2 8 41 19 3 1 23 64 7 424 17 448 12 326 2 340 788 852 5:00 22 4 11 37 18 7 4 29 66 6 450 20 476 20 304 5 329 805 871 5:15 31 2 6 39 14 1 3 18 57 5 490 14 509 20 353 0 373 882 939 4:30-5:30 116 14 42 172 69 14 19 102 1 274 1 23 1 1824 74 1 1921 1 66 1 1309 9 1 1384 1 3305 1 3579 PHF 0.91 0.58 0.62 0.78 0.91 0.5 0.43 0.8 1 0.82 1 0.93 1 0.8 1 0.94 1 0.83 1 0.93 1 0.45 1 0.93 0.95 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: 970 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 31912021 Observer: IDAX Day: Wednesday Jurisdiction: Fort Collins R=right turn Intersection: N. Frontage Road/Greenfields S=straight L=left turn Time Northbound: Greenfields Southbound: Total Eastbound: N.Frontage Rd. Westbound: N.Frontage Rd. Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:00 0 5 5 0 5 2 3 5 6 2 8 13 18 7:15 1 8 9 0 9 0 1 1 10 1 11 12 21 7:30 1 12 13 0 13 2 1 3 7 1 8 11 24 7:45 2 5 7 0 7 5 5 10 11 2 13 23 30 8:00 1 7 8 0 8 1 3 4 17 2 19 23 31 8:15 0 8 8 0 8 0 6 6 11 4 15 21 29 8:30 0 4 4 0 4 4 1 5 14 4 18 23 27 8:45 1 6 7 0 7 3 3 6 13 2 15 21 28 7:45-8:45 3 0 24 27 0 0 0 0 1 27 0 10 15 25 53 12 0 65 1 90 117 PHF 0.38 nla 0.75 0.84 nla nla n/a nla 0.84 nla 0.5 0.63 0.63 0.78 0.75 nla 0.86 1 0.98 0.94 4:00 1 9 10 0 10 5 4 9 18 5 23 32 42 4:15 5 3 8 0 8 5 3 8 20 4 24 32 40 4:30 2 9 11 0 11 3 17 20 24 2 26 46 57 4:45 2 8 10 0 10 3 5 8 10 3 13 21 31 5:00 0 11 11 0 11 2 6 8 17 1 18 26 37 5:15 1 8 9 0 9 5 5 10 26 1 27 37 46 5:30 1 7 8 0 8 2 3 5 20 2 22 27 35 5:45 0 7 7 0 7 1 1 2 10 0 10 12 19 4:30-5:30 5 0 36 41 0 0 0 0 41 0 13 33 46 77 7 0 84 130 171 PHF 0.63 nla 0.82 0.93 nla nla nla nla 0.93 nla 1 0.65 1 0.49 0.58 0.74 1 0.58 nla 0.78 0.71 0.75 APPENDIX C HCM 6th Signalized Intersection Summary Recent AM 152: Greenfields & Mulberry (State 14) Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r T+ '* Traffic Volume(veh/h) 24 986 89 63 1595 6 99 10 62 45 8 10 Future Volume(veh/h) 24 986 89 63 1595 6 99 10 62 45 8 10 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 28 1133 63 72 1833 1 114 11 2 52 9 1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 223 2460 1123 405 2520 1141 218 189 34 216 202 22 Arrive On Green 0.03 0.71 0.71 0.04 0.72 0.72 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow,veh/h 1781 3469 1584 1781 3497 1584 1349 1602 291 1345 1720 191 Grp Volume(v),veh/h 28 1133 63 72 1833 1 114 0 13 52 0 10 Grp Sat Flow(s),veh/h/In 1781 1735 1584 1781 1749 1584 1349 0 1893 1345 0 1911 Q Serve(g_s),s 0.5 15.5 1.3 1.2 33.9 0.0 9.0 0.0 0.7 3.9 0.0 0.5 Cycle Q Clear(g_c),s 0.5 15.5 1.3 1.2 33.9 0.0 9.5 0.0 0.7 4.6 0.0 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.10 Lane Grp Cap(c),veh/h 223 2460 1123 405 2520 1141 218 0 223 216 0 225 V/C Ratio(X) 0.13 0.46 0.06 0.18 0.73 0.00 0.52 0.00 0.06 0.24 0.00 0.04 Avail Cap(c_a),veh/h 283 2460 1123 445 2520 1141 292 0 327 290 0 330 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 9.2 6.9 4.8 4.9 9.0 4.3 47.3 0.0 43.1 45.2 0.0 43.0 Incr Delay(d2),s/veh 0.2 0.6 0.1 0.2 1.9 0.0 6.9 0.0 0.4 2.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 4.3 0.3 0.3 9.4 0.0 3.5 0.0 0.3 1.4 0.0 0.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.5 7.5 4.9 5.1 10.9 4.3 54.2 0.0 43.5 47.2 0.0 43.3 LnGrp LOS A A A A B A D A D D A D Approach Vol,veh/h 1224 1906 127 62 Approach Delay,s/veh 7.4 10.7 53.1 46.6 Approach LOS A B D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 18.0 8.6 83.5 18.0 7.3 84.7 Change Period(Y+Rc),s 6.0 5.0 6.5 6.0 5.0 6.5 Max Green Setting(Gmax),s 18.0 6.0 68.5 18.0 6.0 68.5 Max Q Clear Time(g_c+l1),s 6.6 3.2 17.5 11.5 2.5 35.9 Green Ext Time(p_c),s 0.3 0.0 5.3 0.5 0.0 10.5 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent am.syn Timing Report, Sorted By Phase Recent AM 152: Greenfields & Mulberry (State 14) Phase Number 2 3 4 6 7 8 Movement SBTL WBL EBTL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None C-Max None None C-Max Maximum Split(s) 24 11 75 24 11 75 Maximum Split(%) 21.8% 10.0% 68.2% 21.8% 10.0% 68.2% Minimum Split(s) 44 11 44.5 44 11 38.5 Yellow Time(s) 3 5 5 3 5 5 All-Red Time(s) 3 0 1.5 3 0 1.5 Minimum Initial(s) 7 4 15 7 4 15 Vehicle Extension(s) 6 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) 6 6 6 6 Flash Dont Walk(s) 32 26 30 20 Dual Entry Yes No Yes Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 42.5 66.5 77.5 42.5 66.5 77.5 End Time(s) 66.5 77.5 42.5 66.5 77.5 42.5 Yield/Force Off(s) 60.5 72.5 36 60.5 72.5 36 Yield/Force Off 170(s) 28.5 72.5 10 30.5 72.5 16 Local Start Time(s) 6.5 30.5 41.5 6.5 30.5 41.5 Local Yield(s) 24.5 36.5 0 24.5 36.5 0 Local Yield 170(s) 102.5 36.5 84 104.5 36.5 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 130 Offset:36(33%), Referenced to phase 4:EBTL and 8:WBTL,Start of Yellow Splits and Phases: 152:Greenfields&Mulberry(State 14) 1 02 f"O3 --PO4 �L06 ���07 08 Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent am.syn Queues Recent AM 152: Greenfields & Mulberry (State 14) --* --1, --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 28 1133 102 72 1833 7 114 82 52 20 v/c Ratio 0.15 0.49 0.10 0.20 0.77 0.01 0.61 0.24 0.29 0.06 Control Delay 5.4 10.8 1.8 4.9 15.8 0.0 57.0 13.6 44.8 25.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.4 10.8 1.8 4.9 15.8 0.0 57.0 13.6 44.8 25.1 Queue Length 50th(ft) 4 213 0 11 489 0 74 7 32 5 Queue Length 95th(ft) 11 251 17 22 558 0 130 46 68 26 Internal Link Dist(ft) 933 1016 960 378 Turn Bay Length(ft) 185 200 160 250 160 160 Base Capacity(vph) 191 2295 1068 367 2388 1113 207 376 196 343 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.49 0.10 0.20 0.77 0.01 0.55 0.22 0.27 0.06 Intersection Summary Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent am.syn HCM 6th Signalized Intersection Summary Recent PM 152: Greenfields & Mulberry (State 14) Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r T+ 14 Traffic Volume(veh/h) 22 1824 74 66 1309 9 116 13 42 72 14 20 Future Volume(veh/h) 22 1824 74 66 1309 9 116 13 42 72 14 20 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1899 1870 1870 1826 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 23 1920 54 69 1378 1 122 14 5 76 15 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 2 2 5 2 2 2 2 2 2 2 Cap,veh/h 322 2580 1134 215 2523 1153 218 172 61 216 211 28 Arrive On Green 0.03 0.72 0.72 0.04 0.73 0.73 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow,veh/h 1781 3608 1585 1781 3469 1585 1340 1368 489 1338 1681 224 Grp Volume(v),veh/h 23 1920 54 69 1378 1 122 0 19 76 0 17 Grp Sat Flow(s),veh/h/In 1781 1804 1585 1781 1735 1585 1340 0 1857 1338 0 1905 Q Serve(g_s),s 0.4 38.9 1.2 1.2 21.6 0.0 10.6 0.0 1.1 6.4 0.0 0.9 Cycle Q Clear(g_c),s 0.4 38.9 1.2 1.2 21.6 0.0 11.5 0.0 1.1 7.5 0.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.12 Lane Grp Cap(c),veh/h 322 2580 1134 215 2523 1153 218 0 233 216 0 239 V/C Ratio(X) 0.07 0.74 0.05 0.32 0.55 0.00 0.56 0.00 0.08 0.35 0.00 0.07 Avail Cap(c_a),veh/h 379 2580 1134 250 2523 1153 284 0 325 282 0 333 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 5.9 10.4 5.0 13.0 7.4 4.5 51.4 0.0 46.3 49.6 0.0 46.3 Incr Delay(d2),s/veh 0.1 2.0 0.1 0.9 0.9 0.0 7.9 0.0 0.5 3.5 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 12.0 0.3 0.7 6.1 0.0 4.1 0.0 0.5 2.4 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 5.9 12.4 5.1 13.8 8.3 4.5 59.3 0.0 46.9 53.2 0.0 46.7 LnGrp LOS A B A B A A E A D D A D Approach Vol,veh/h 1997 1448 141 93 Approach Delay,s/veh 12.1 8.5 57.6 52.0 Approach LOS B A E D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 20.1 8.6 91.3 20.1 7.1 92.8 Change Period(Y+Rc),s 6.0 5.0 6.5 6.0 5.0 6.5 Max Green Setting(Gmax),s 20.0 6.0 76.5 20.0 6.0 76.5 Max Q Clear Time(g_c+l1),s 9.5 3.2 40.9 13.5 2.4 23.6 Green Ext Time(p_c),s 0.4 0.0 12.0 0.5 0.0 6.8 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn Timing Report, Sorted By Phase Recent PM 152: Greenfields & Mulberry (State 14) Phase Number 2 3 4 6 7 8 Movement SBTL WBL EBTL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None C-Max None None C-Max Maximum Split(s) 26 11 83 26 11 83 Maximum Split(%) 21.7% 9.2% 69.2% 21.7% 9.2% 69.2% Minimum Split(s) 45 11 39.5 43 11 37 Yellow Time(s) 3 5 5 3 5 5 All-Red Time(s) 3 0 1.5 3 0 1.5 Minimum Initial(s) 7 4 15 7 4 15 Vehicle Extension(s) 6 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 Walk Time(s) 7 7 7 7 Flash Dont Walk(s) 32 26 30 20 Dual Entry Yes No Yes Yes No Yes Inhibit Max No No Yes No No Yes Start Time(s) 104.5 10.5 21.5 104.5 10.5 21.5 End Time(s) 10.5 21.5 104.5 10.5 21.5 104.5 Yield/Force Off(s) 4.5 16.5 98 4.5 16.5 98 Yield/Force Off 170(s) 92.5 16.5 72 94.5 16.5 78 Local Start Time(s) 6.5 32.5 43.5 6.5 32.5 43.5 Local Yield(s) 26.5 38.5 0 26.5 38.5 0 Local Yield 170(s) 114.5 38.5 94 116.5 38.5 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 130 Offset:98(82%), Referenced to phase 4:EBTL and 8:WBTL,Start of Yellow Splits and Phases: 152:Greenfields&Mulberry(State 14) 1 02 %'r03 1 --PO4 �08tab G37 Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn Queues Recent PM 152: Greenfields & Mulberry (State 14) --* --1, --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 23 1920 78 69 1378 9 122 58 76 36 v/c Ratio 0.08 0.79 0.07 0.42 0.57 0.01 0.65 0.17 0.42 0.11 Control Delay 4.4 17.7 2.2 19.2 11.3 0.0 63.9 18.1 52.0 24.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.4 17.7 2.2 19.2 11.3 0.0 63.9 18.1 52.0 24.1 Queue Length 50th(ft) 4 557 1 12 305 0 88 9 53 10 Queue Length 95th(ft) 10 673 18 50 373 0 155 47 103 40 Internal Link Dist(ft) 904 1016 960 405 Turn Bay Length(ft) 185 200 160 250 160 160 Base Capacity(vph) 293 2420 1101 166 2406 1129 207 363 203 354 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.79 0.07 0.42 0.57 0.01 0.59 0.16 0.37 0.10 Intersection Summary Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn HCM 6th TWSC Recent AM 1: Greenfields & N. Frontage Road Intersection Int Delay,s/veh 5.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations T *T Y Traffic Vol,veh/h 10 14 49 12 4 36 Future Vol,veh/h 10 14 49 12 4 36 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - - 0 - Veh in Median Storage,# 0 - 0 0 - Grade,% 0 - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 12 16 58 14 5 42 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 28 0 150 20 Stage 1 - - - - 20 - Stage 2 - - - - 130 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1585 - 842 1058 Stage 1 - - - - 1003 - Stage 2 - - - - 896 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1585 - 811 1058 Mov Cap-2 Maneuver - - - - 811 - Stage 1 - - - 1003 - Stage 2 - - - 863 - Approach EB WB NB HCM Control Delay,s 0 5.9 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 1027 - 1585 - HCM Lane V/C Ratio 0.046 - 0.036 - HCM Control Delay(s) 8.7 - 7.4 0 HCM Lane LOS A - A A HCM 95th%tile Q(veh) 0.1 - 0.1 - Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report recent am.syn HCM 6th TWSC Recent PM 1: Greenfields & N. Frontage Road Intersection Int Delay,s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations T *T Y Traffic Vol,veh/h 13 32 74 7 5 39 Future Vol,veh/h 13 32 74 7 5 39 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - - 0 - Veh in Median Storage,# 0 - 0 0 - Grade,% 0 - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 14 36 82 8 6 43 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 50 0 204 32 Stage 1 - - - - 32 - Stage 2 - - - - 172 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1557 - 784 1042 Stage 1 - - - - 991 - Stage 2 - - - - 858 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1557 - 742 1042 Mov Cap-2 Maneuver - - - - 742 - Stage 1 - - - 991 - Stage 2 - - - 813 - Approach EB WB NB HCM Control Delay,s 0 6.8 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 996 - 1557 - HCM Lane V/C Ratio 0.049 - 0.053 - HCM Control Delay(s) 8.8 - 7.4 0 HCM Lane LOS A - A A HCM 95th%tile Q(veh) 0.2 - 0.2 - Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn HCM 6th TWSC Recent AM 5: Mulberry (State 14) & RT Access Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol,veh/h 0 1099 1668 36 0 16 Future Vol,veh/h 0 1099 1668 36 0 16 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None None Storage Length - - 150 0 Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 1293 1962 42 0 19 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 981 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.32 Pot Cap-1 Maneuver 0 - - 0 249 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 249 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Approach EB WB SB HCM Control Delay,s 0 0 20.6 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 249 HCM Lane V/C Ratio - - 0.076 HCM Control Delay(s) - - 20.6 HCM Lane LOS - - C HCM 95th%tile Q(veh) - - 0.2 Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report recent am.syn HCM 6th TWSC Recent PM 5: Mulberry (State 14) & RT Access Intersection Int Delay,s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Traffic Vol,veh/h 0 1920 1428 17 0 27 Future Vol,veh/h 0 1920 1428 17 0 27 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None None Storage Length - - 140 0 Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 0 2065 1535 18 0 29 Major/Minor Majorl Major2 Minor2 Conflicting Flow All - 0 0 768 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.32 Pot Cap-1 Maneuver 0 - - 0 344 Stage 1 0 - - 0 - Stage 2 0 - - 0 - Platoon blocked,% - - Mov Cap-1 Maneuver - - - 344 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - - Approach EB WB SB HCM Control Delay,s 0 0 16.4 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 344 HCM Lane V/C Ratio - - 0.084 HCM Control Delay(s) - - 16.4 HCM Lane LOS - - C HCM 95th%tile Q(veh) - - 0.3 Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn HCM 6th TWSC Recent AM 7: RT Access & N. Frontage Road Intersection Int Delay,s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4� *T* 4 Traffic Vol,veh/h 0 2 4 12 4 0 22 0 14 0 0 0 Future Vol,veh/h 0 2 4 12 4 0 22 0 14 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - None - None Storage Length - - - - - - - Veh in Median Storage,# - 0 - 0 - 0 - 0 - Grade,% - 0 - 0 - 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 2 5 14 5 0 26 0 16 0 0 0 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 64 69 1 65 61 8 1 0 0 16 0 0 Stage 1 1 1 - 60 60 - - - - - - - Stage 2 63 68 - 5 1 - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 - Pot Cap-1 Maneuver 930 822 1084 929 830 1074 1622 - 1602 - Stage1 1022 895 - 951 845 - - - - - Stage 2 948 838 - 1017 895 - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 914 809 1084 911 817 1074 1622 - 1602 - - Mov Cap-2 Maneuver 914 809 - 911 817 - - - - - Stage 1 1006 895 936 831 - - - - Stage 2 928 825 1010 895 - - - - Approach EB WB NB SB HCM Control Delay,s 8.7 9.2 4.4 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity(veh/h) 1622 - 974 886 1602 - HCM Lane V/C Ratio 0.016 - 0.007 0.021 - - HCM Control Delay(s) 7.3 0 - 8.7 9.2 0 - HCM Lane LOS A A - A A A - HCM 95th%tile Q(veh) 0 - - 0 0.1 0 - Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report recent am.syn HCM 6th TWSC Recent PM 7: RT Access & N. Frontage Road Intersection Int Delay,s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 44� 4 4 Traffic Vol,veh/h 0 8 8 19 2 0 9 0 8 0 0 0 Future Vol,veh/h 0 8 8 19 2 0 9 0 8 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - None - None Storage Length - - - - - - - Veh in Median Storage,# - 0 - 0 - 0 - 0 - Grade,% - 0 - 0 - 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 9 9 21 2 0 10 0 9 0 0 0 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 27 30 1 35 26 5 1 0 0 9 0 0 Stage 1 1 1 - 25 25 - - - - - - - Stage 2 26 29 - 10 1 - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 - Pot Cap-1 Maneuver 983 863 1084 971 867 1078 1622 - 1611 - Stage1 1022 895 - 993 874 - - - - - Stage 2 992 871 - 1011 895 - - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 976 858 1084 951 862 1078 1622 - 1611 - - Mov Cap-2 Maneuver 976 858 - 951 862 - - - - - Stage1 1016 895 987 869 - - - - Stage 2 984 866 993 895 - - - - Approach EB WB NB SB HCM Control Delay,s 8.8 8.9 3.8 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity(veh/h) 1622 - 958 942 1611 - HCM Lane V/C Ratio 0.006 - 0.019 0.025 - - HCM Control Delay(s) 7.2 0 - 8.8 8.9 0 - HCM Lane LOS A A - A A A - HCM 95th%tile Q(veh) 0 - - 0.1 0.1 0 - Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 c > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 20 c > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 Table 4-2 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Any Approach Leg Movement Signalized D' E E2 Unsignalized E3 F4 Arterial/Arterial Collector/Collector Unsignalized D3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E3,5 E5,4 E5 ' In mixed use district including downtown as defined by structure plan,overall LOS E is acceptable 2 Applicable with at least 5%of total entering volume 3 Use weighed average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS APPENDIX D HCM 6th Signalized Intersection Summary Short Bkgrd AM 152: Greenfields & Mulberry (State 14) --* --1' --* 'r *-- '-- *\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r T+ t r Traffic Volume(veh/h) 41 1121 92 65 1807 103 102 10 64 225 8 73 Future Volume(veh/h) 41 1121 92 65 1807 103 102 10 64 225 8 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 47 1289 39 75 2077 58 117 11 0 259 9 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 145 2016 920 116 2113 957 163 105 332 115 Arrive On Green 0.04 0.58 0.58 0.06 0.60 0.60 0.10 0.05 0.00 0.10 0.06 0.00 Sat Flow,veh/h 3456 3469 1584 1781 3497 1584 1710 1945 0 3317 1945 1522 Grp Volume(v),veh/h 47 1289 39 75 2077 58 117 11 0 259 9 0 Grp Sat Flow(s),veh/h/In 1728 1735 1584 1781 1749 1584 1710 1945 0 1659 1945 1522 Q Serve(g_s),s 1.2 22.3 1.0 3.7 52.1 1.4 6.0 0.5 0.0 6.9 0.4 0.0 Cycle Q Clear(g_c),s 1.2 22.3 1.0 3.7 52.1 1.4 6.0 0.5 0.0 6.9 0.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 145 2016 920 116 2113 957 163 105 332 115 V/C Ratio(X) 0.33 0.64 0.04 0.65 0.98 0.06 0.72 0.10 0.78 0.08 Avail Cap(c_a),veh/h 269 2016 920 158 2113 957 171 108 332 115 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 41.9 12.6 8.1 41.1 17.4 7.3 39.6 40.5 0.0 39.5 40.0 0.0 Incr Delay(d2),s/veh 1.3 1.6 0.1 6.0 16.0 0.1 13.0 1.6 0.0 11.4 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 7.1 0.3 1.7 19.8 0.4 3.1 0.3 0.0 3.3 0.2 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 43.2 14.1 8.2 47.1 33.4 7.4 52.6 42.1 0.0 50.9 41.1 0.0 LnGrp LOS D B A D C A D D D D Approach Vol,veh/h 1375 2210 128 268 Approach Delay,s/veh 15.0 33.1 51.7 50.6 Approach LOS B C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.6 11.3 8.8 58.3 12.0 10.9 6.8 60.4 Change Period(Y+Rc),s 4.0 7.0 4.0 7.0 4.0 7.0 4.0 7.0 Max Green Setting(Gmax),s 8.0 4.0 7.0 49.0 8.0 4.0 6.0 50.0 Max Q Clear Time(g_c+l1),s 8.0 2.4 5.7 24.3 8.9 2.5 3.2 54.1 Green Ext Time(p_c),s 0.0 0.0 0.0 5.8 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[NBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb am.syn Timing Report, Sorted By Phase Short Bkgrd AM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 12 11 11 56 12 11 10 57 Maximum Split(%) 13.3% 12.2% 12.2% 62.2% 13.3% 12.2% 11.1% 63.3% Minimum Split(s) 10 11 10 44.5 10 11 10 38.5 Yellow Time(s) 3 4 3 5 3 4 3 5 All-Red Time(s) 1 3 1 2 1 3 1 2 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 7 19 30 41 7 19 30 40 End Time(s) 19 30 41 7 19 30 40 7 Yield/Force Off(s) 15 23 37 0 15 23 36 0 Yield/Force Off 170(s) 15 23 37 64 15 23 36 70 Local Start Time(s) 7 19 30 41 7 19 30 40 Local Yield(s) 15 23 37 0 15 23 36 0 Local Yield 170(s) 15 23 37 64 15 23 36 70 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 90 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: I152:Greenfields&Mulberry(State 14) 4\ 01 • 02 4"03 --PO4 R �05 06 07 03 R Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb am.syn Queues Short Bkgrd AM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 47 1289 106 75 2077 118 117 85 259 9 84 v/c Ratio 0.18 0.62 0.11 0.49 0.94 0.11 0.44 0.50 0.87 0.08 0.06 Control Delay 40.6 14.4 1.0 50.8 28.2 1.3 40.8 23.6 69.4 41.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 14.4 1.0 50.8 28.2 1.3 40.8 23.6 69.4 41.9 0.1 Queue Length 50th(ft) 13 256 0 41 -687 0 56 6 76 5 0 Queue Length 95th(ft) 29 310 10 83 #777 13 #147 48 #137 20 0 Internal Link Dist(ft) 415 1016 960 378 Turn Bay Length(ft) 300 200 300 250 160 300 300 Base Capacity(vph) 267 2078 994 157 2205 1058 265 171 297 117 1372 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.62 0.11 0.48 0.94 0.11 0.44 0.50 0.87 0.08 0.06 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb am.syn HCM 6th Signalized Intersection Summary Short Bkgrd PM 152: Greenfields & Mulberry (State 14) Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r T+ '�� t r Traffic Volume(veh/h) 75 2063 76 68 1486 226 120 13 43 193 14 79 Future Volume(veh/h) 75 2063 76 68 1486 226 120 13 43 193 14 79 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 79 2172 39 72 1564 158 126 14 0 203 15 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 159 2213 1011 108 2281 1033 166 107 290 88 Arrive On Green 0.05 0.64 0.64 0.06 0.65 0.65 0.10 0.06 0.00 0.09 0.05 0.00 Sat Flow,veh/h 3456 3469 1584 1781 3497 1584 1710 1945 0 3317 1945 1522 Grp Volume(v),veh/h 79 2172 39 72 1564 158 126 14 0 203 15 0 Grp Sat Flow(s),veh/h/In 1728 1735 1584 1781 1749 1584 1710 1945 0 1659 1945 1522 Q Serve(g_s),s 2.5 66.7 1.0 4.4 30.9 4.2 7.9 0.8 0.0 6.5 0.8 0.0 Cycle Q Clear(g_c),s 2.5 66.7 1.0 4.4 30.9 4.2 7.9 0.8 0.0 6.5 0.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 159 2213 1011 108 2281 1033 166 107 290 88 V/C Ratio(X) 0.50 0.98 0.04 0.67 0.69 0.15 0.76 0.13 0.70 0.17 Avail Cap(c_a),veh/h 188 2213 1011 113 2281 1033 171 107 332 88 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 51.2 19.3 7.4 50.6 12.0 7.4 48.4 49.5 0.0 48.8 50.5 0.0 Incr Delay(d2),s/veh 2.4 15.3 0.1 13.3 1.7 0.3 17.2 2.0 0.0 5.4 3.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.1 25.2 0.3 2.2 9.9 1.2 4.2 0.4 0.0 2.9 0.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 53.6 34.5 7.5 63.9 13.7 7.7 65.6 51.4 0.0 54.2 53.8 0.0 LnGrp LOS D C A E B A E D D D Approach Vol,veh/h 2290 1794 140 218 Approach Delay,s/veh 34.7 15.2 64.2 54.2 Approach LOS C B E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.7 10.0 10.6 75.7 12.6 11.1 9.1 77.2 Change Period(Y+Rc),s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5 Max Green Setting(Gmax),s 10.0 4.0 6.0 68.5 10.0 4.0 5.0 69.5 Max Q Clear Time(g_c+l1),s 9.9 2.8 6.4 68.7 8.5 2.8 4.5 32.9 Green Ext Time(p_c),s 0.0 0.0 0.0 0.0 0.1 0.0 0.0 9.1 Intersection Summary HCM 6th Ctrl Delay 28.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[NBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb pm.syn Timing Report, Sorted By Phase Short Bkgrd PM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 14 10 11 75 14 10 10 76 Maximum Split(%) 12.7% 9.1% 10.0% 68.2% 12.7% 9.1% 9.1% 69.1% Minimum Split(s) 10 10 10 44.5 10 10 10 38.5 Yellow Time(s) 3 3 5 5 3 3 5 5 All-Red Time(s) 1 3 0 1.5 1 3 0 1.5 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 6.5 20.5 30.5 41.5 6.5 20.5 30.5 40.5 End Time(s) 20.5 30.5 41.5 6.5 20.5 30.5 40.5 6.5 Yield/Force Off(s) 16.5 24.5 36.5 0 16.5 24.5 35.5 0 Yield/Force Off 170(s) 16.5 24.5 36.5 84 16.5 24.5 35.5 90 Local Start Time(s) 6.5 20.5 30.5 41.5 6.5 20.5 30.5 40.5 Local Yield(s) 16.5 24.5 36.5 0 16.5 24.5 35.5 0 Local Yield 170(s) 16.5 24.5 36.5 84 16.5 24.5 35.5 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 100 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: 1152:Greenfields&Mulberry(State 14) 01 ■ 02 4"03 �L�4 05 06 07 08 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb pm.syn Queues Short Bkgrd PM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 79 2172 80 72 1564 238 126 59 203 15 83 v/c Ratio 0.41 0.94 0.07 0.64 0.67 0.21 0.60 0.45 0.68 0.16 0.06 Control Delay 57.0 28.3 0.6 75.3 13.3 1.4 58.9 32.2 60.4 54.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 28.3 0.6 75.3 13.3 1.4 58.9 32.2 60.4 54.4 0.1 Queue Length 50th(ft) 28 744 0 51 348 0 79 10 72 10 0 Queue Length 95th(ft) 54 #980 7 #119 428 27 #195 52 #114 32 0 Internal Link Dist(ft) 412 1016 960 378 Turn Bay Length(ft) 300 200 300 250 300 300 300 Base Capacity(vph) 193 2303 1077 113 2350 1149 209 130 297 95 1372 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.94 0.07 0.64 0.67 0.21 0.60 0.45 0.68 0.16 0.06 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb pm.syn HCM 6th Roundabout Short Bkgrd AM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 4.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 47 73 182 266 Demand Flow Rate,veh/h 48 74 186 271 Vehicles Circulating,vehlh 331 141 12 122 Vehicles Exiting,vehlh 62 57 367 93 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 4.2 3.6 3.3 4.7 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.758 0.242 1.000 0.000 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 48 74 141 45 271 0 Cap Entry Lane,veh/h 985 1195 1405 1405 1271 1271 Entry HV Adj Factor 0.974 0.983 0.980 0.978 0.980 1.000 Flow Entry,vehlh 47 73 138 44 266 0 Cap Entry,veh/h 959 1174 1377 1373 1246 1271 V/C Ratio 0.049 0.062 0.100 0.032 0.213 0.000 Control Delay,s/veh 4.2 3.6 3.4 2.9 4.7 2.8 LOS A A A A A A 95th%tile Queue,veh 0 0 0 0 1 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb am.syn HCM 6th Roundabout Short Bkgrd PM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 4.3 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 86 97 369 176 Demand Flow Rate,veh/h 87 99 377 180 Vehicles Circulating,vehlh 271 329 15 126 Vehicles Exiting,vehlh 35 63 343 302 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 4.2 4.6 4.4 4.1 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.873 0.127 1.000 0.000 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 87 99 329 48 180 0 Cap Entry Lane,veh/h 1047 987 1401 1401 1266 1266 Entry HV Adj Factor 0.985 0.978 0.979 0.979 0.980 1.000 Flow Entry,vehlh 86 97 322 47 176 0 Cap Entry,veh/h 1031 965 1371 1372 1241 1266 V/C Ratio 0.083 0.100 0.235 0.034 0.142 0.000 Control Delay,s/veh 4.2 4.6 4.6 2.9 4.1 2.8 LOS A A A A A A 95th%tile Queue,veh 0 0 1 0 0 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report sb pm.syn APPENDIX E HCM 6th Signalized Intersection Summary Long Bkgrd AM 152: Greenfields & Mulberry (State 14) --* --1' --* 'r *-- 4-- *\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt r ) ttt r T+ t r Traffic Volume(veh/h) 170 1410 100 70 2370 295 110 15 70 400 10 180 Future Volume(veh/h) 170 1410 100 70 2370 295 110 15 70 400 10 180 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 179 1484 19 74 2495 173 116 16 11 421 11 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 279 2767 879 112 2700 851 154 53 37 522 227 Arrive On Green 0.08 0.56 0.56 0.06 0.54 0.54 0.09 0.05 0.05 0.16 0.12 0.00 Sat Flow,veh/h 3456 4985 1584 1781 5025 1584 1710 1074 738 3317 1945 1522 Grp Volume(v),veh/h 179 1484 19 74 2495 173 116 0 27 421 11 0 Grp Sat Flow(s),veh/h/In 1728 1662 1584 1781 1675 1584 1710 0 1812 1659 1945 1522 Q Serve(g_s),s 5.0 18.9 0.5 4.1 45.6 5.7 6.6 0.0 1.4 12.2 0.5 0.0 Cycle Q Clear(g_c),s 5.0 18.9 0.5 4.1 45.6 5.7 6.6 0.0 1.4 12.2 0.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00 Lane Grp Cap(c),veh/h 279 2767 879 112 2700 851 154 0 90 522 227 V/C Ratio(X) 0.64 0.54 0.02 0.66 0.92 0.20 0.75 0.00 0.30 0.81 0.05 Avail Cap(c_a),veh/h 346 2767 879 143 2700 851 154 0 127 597 311 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 44.6 14.1 10.0 45.8 21.3 12.0 44.4 0.0 45.9 40.6 39.2 0.0 Incr Delay(d2),s/veh 2.8 0.7 0.0 7.3 6.8 0.5 18.8 0.0 6.7 7.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 6.1 0.2 1.9 16.3 1.8 3.6 0.0 0.8 5.5 0.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 47.3 14.8 10.1 53.1 28.0 12.6 63.2 0.0 52.5 47.8 39.5 0.0 LnGrp LOS D B B D C B E A D D D Approach Vol,veh/h 1682 2742 143 432 Approach Delay,s/veh 18.2 27.7 61.2 47.5 Approach LOS B C E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.0 16.7 10.3 61.0 18.7 9.9 12.1 59.2 Change Period(Y+Rc),s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5 Max Green Setting(Gmax),s 8.0 15.0 7.0 48.5 17.0 6.0 9.0 46.5 Max Q Clear Time(g_c+l1),s 8.6 2.5 6.1 20.9 14.2 3.4 7.0 47.6 Green Ext Time(p_c),s 0.0 0.0 0.0 7.0 0.5 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb am.syn Timing Report, Sorted By Phase Long Bkgrd AM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 12 21 12 55 21 12 14 53 Maximum Split(%) 12.0% 21.0% 12.0% 55.0% 21.0% 12.0% 14.0% 53.0% Minimum Split(s) 10 10 10 44.5 10 10 10 38.5 Yellow Time(s) 3 3 5 5 3 3 5 5 All-Red Time(s) 1 3 0 1.5 1 3 0 1.5 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 6.5 18.5 39.5 51.5 6.5 27.5 39.5 53.5 End Time(s) 18.5 39.5 51.5 6.5 27.5 39.5 53.5 6.5 Yield/Force Off(s) 14.5 33.5 46.5 0 23.5 33.5 48.5 0 Yield/Force Off 170(s) 14.5 33.5 46.5 74 23.5 33.5 48.5 80 Local Start Time(s) 6.5 18.5 39.5 51.5 6.5 27.5 39.5 53.5 Local Yield(s) 14.5 33.5 46.5 0 23.5 33.5 48.5 0 Local Yield 170(s) 14.5 33.5 46.5 74 23.5 33.5 48.5 80 Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 90 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: I 152:Greenfields&Mulberry(State 14) 01 • 02 �03 �L�4 ±05 06 07 08 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb am.syn Queues Long Bkgrd AM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 179 1484 105 74 2495 311 116 90 421 11 189 v/c Ratio 0.54 0.56 0.12 0.54 1.02 0.34 0.84 0.43 0.74 0.04 0.57 Control Delay 49.3 17.7 0.5 59.3 49.8 4.6 89.7 21.6 47.7 35.9 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.3 17.7 0.5 59.3 49.8 4.6 89.7 21.6 47.7 35.9 17.8 Queue Length 50th(ft) 56 240 0 46 -640 18 74 10 133 6 21 Queue Length 95th(ft) 91 287 3 #94 #735 66 #175 59 #202 22 90 Internal Link Dist(ft) 415 1016 960 378 Turn Bay Length(ft) 300 200 300 250 160 300 300 Base Capacity(vph) 343 2628 906 141 2448 907 138 207 568 337 346 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.56 0.12 0.52 1.02 0.34 0.84 0.43 0.74 0.03 0.55 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb am.syn HCM 6th Signalized Intersection Summary Long Bkgrd PM 152: Greenfields & Mulberry (State 14) --* --1' --* 'r *-- 4-- *\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt r ) ttt r T+ t r Traffic Volume(veh/h) 335 2555 80 75 1735 580 130 15 50 475 15 400 Future Volume(veh/h) 335 2555 80 75 1735 580 130 15 50 475 15 400 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 342 2607 10 77 1770 297 133 15 5 485 15 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 431 2859 909 112 2572 810 171 58 19 585 229 Arrive On Green 0.12 0.57 0.57 0.06 0.51 0.51 0.10 0.04 0.04 0.18 0.12 0.00 Sat Flow,veh/h 3456 4985 1584 1781 5025 1584 1710 1396 465 3317 1945 1522 Grp Volume(v),veh/h 342 2607 10 77 1770 297 133 0 20 485 15 0 Grp Sat Flow(s),veh/h/In 1728 1662 1584 1781 1675 1584 1710 0 1861 1659 1945 1522 Q Serve(g_s),s 11.5 56.1 0.3 5.1 31.9 13.5 9.1 0.0 1.2 16.9 0.8 0.0 Cycle Q Clear(g_c),s 11.5 56.1 0.3 5.1 31.9 13.5 9.1 0.0 1.2 16.9 0.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 1.00 Lane Grp Cap(c),veh/h 431 2859 909 112 2572 810 171 0 77 585 229 V/C Ratio(X) 0.79 0.91 0.01 0.69 0.69 0.37 0.78 0.00 0.26 0.83 0.07 Avail Cap(c_a),veh/h 518 2859 909 119 2572 810 171 0 155 746 405 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 51.0 22.9 11.0 55.1 22.1 17.6 52.7 0.0 55.7 47.7 47.0 0.0 Incr Delay(d2),s/veh 7.0 5.7 0.0 14.4 1.5 1.3 20.2 0.0 6.3 6.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.2 20.1 0.1 2.6 11.5 4.8 4.9 0.0 0.7 7.5 0.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 58.0 28.6 11.0 69.5 23.6 18.9 72.9 0.0 62.0 53.9 47.5 0.0 LnGrp LOS E C B E C B E A E D D Approach Vol,veh/h 2959 2144 153 500 Approach Delay,s/veh 31.9 24.6 71.5 53.7 Approach LOS C C E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 15.0 19.2 11.5 74.3 24.1 10.0 19.0 66.9 Change Period(Y+Rc),s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5 Max Green Setting(Gmax),s 11.0 24.0 7.0 56.5 26.0 9.0 17.0 46.5 Max Q Clear Time(g_c+l1),s 11.1 2.8 7.1 58.1 18.9 3.2 13.5 33.9 Green Ext Time(p_c),s 0.0 0.0 0.0 0.0 1.2 0.0 0.4 7.2 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb pm.syn Timing Report, Sorted By Phase Long Bkgrd PM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 15 30 12 63 30 15 22 53 Maximum Split(%) 12.5% 25.0% 10.0% 52.5% 25.0% 12.5% 18.3% 44.2% Minimum Split(s) 10 10 10 44.5 10 10 10 38.5 Yellow Time(s) 3 3 5 5 3 3 5 5 All-Red Time(s) 1 3 0 1.5 1 3 0 1.5 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 6.5 21.5 51.5 63.5 6.5 36.5 51.5 73.5 End Time(s) 21.5 51.5 63.5 6.5 36.5 51.5 73.5 6.5 Yield/Force Off(s) 17.5 45.5 58.5 0 32.5 45.5 68.5 0 Yield/Force Off 170(s) 17.5 45.5 58.5 94 32.5 45.5 68.5 100 Local Start Time(s) 6.5 21.5 51.5 63.5 6.5 36.5 51.5 73.5 Local Yield(s) 17.5 45.5 58.5 0 32.5 45.5 68.5 0 Local Yield 170(s) 17.5 45.5 58.5 94 32.5 45.5 68.5 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: 152:Greenfields&Mulberry(State 14) 4\ ©1 1 02 ��33 �� �a5 Do' 07 08 R Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb pm.syn Queues Long Bkgrd PM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 342 2607 82 77 1770 592 133 66 485 15 408 v/c Ratio 0.71 1.03 0.10 0.66 0.85 0.62 0.87 0.31 0.71 0.04 0.92 Control Delay 58.0 56.7 0.3 80.5 37.0 8.0 98.4 23.2 49.8 38.3 48.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.0 56.7 0.3 80.5 37.0 8.0 98.4 23.2 49.8 38.3 48.0 Queue Length 50th(ft) 130 -840 0 59 464 46 103 11 183 9 153 Queue Length 95th(ft) 181 #930 1 #131 534 160 #220 56 241 28 #342 Internal Link Dist(ft) 415 1016 960 378 Turn Bay Length(ft) 300 200 300 250 160 300 300 Base Capacity(vph) 514 2528 863 118 2087 952 153 218 706 439 460 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 1.03 0.10 0.65 0.85 0.62 0.87 0.30 0.69 0.03 0.89 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb pm.syn HCM 6th Roundabout Long Bkgrd AM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 6.3 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 53 90 505 542 Demand Flow Rate,veh/h 54 91 515 553 Vehicles Circulating,vehlh 607 482 27 123 Vehicles Exiting,vehlh 69 60 634 450 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 5.7 5.4 5.5 7.2 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.926 0.074 0.991 0.009 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 54 91 477 38 548 5 Cap Entry Lane,veh/h 743 844 1386 1386 1270 1270 Entry HV Adj Factor 0.977 0.986 0.980 0.974 0.981 1.000 Flow Entry,vehlh 53 90 468 37 537 5 Cap Entry,veh/h 726 832 1358 1349 1245 1270 V/C Ratio 0.073 0.108 0.344 0.027 0.432 0.004 Control Delay,s/veh 5.7 5.4 5.8 2.9 7.2 2.9 LOS A A A A A A 95th%tile Queue,veh 0 0 2 0 2 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb am.syn HCM 6th Roundabout Long Bkgrd PM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 11.4 Intersection LOS B Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 89 121 979 810 Demand Flow Rate,veh/h 90 124 999 826 Vehicles Circulating,vehlh 907 961 42 130 Vehicles Exiting,vehlh 49 80 955 955 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 8.8 10.6 11.8 11.4 Approach LOS A B B B Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.957 0.043 0.994 0.006 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 90 124 956 43 821 5 Cap Entry Lane,veh/h 547 518 1367 1367 1262 1262 Entry HV Adj Factor 0.985 0.974 0.980 0.977 0.981 1.000 Flow Entry,vehlh 89 121 937 42 805 5 Cap Entry,veh/h 539 504 1340 1335 1238 1262 V/C Ratio 0.164 0.239 0.699 0.031 0.651 0.004 Control Delay,s/veh 8.8 10.6 12.2 2.9 11.4 2.9 LOS A B B A B A 95th%tile Queue,veh 1 1 6 0 5 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report lb pm.syn APPENDIX F HCM 6th Signalized Intersection Summary Short Total AM 152: Greenfields & Mulberry (State 14) -,* --1' --* 'r *-- 4-- *\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r T+ t r Traffic Volume(veh/h) 138 1061 92 65 1710 257 102 16 64 339 14 208 Future Volume(veh/h) 138 1061 92 65 1710 257 102 16 64 339 14 208 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 159 1220 51 75 1966 180 117 18 0 390 16 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 216 2050 936 111 2067 936 157 86 469 183 Arrive On Green 0.06 0.59 0.59 0.06 0.59 0.59 0.09 0.04 0.00 0.14 0.09 0.00 Sat Flow,veh/h 3456 3469 1584 1781 3497 1584 1710 1945 0 3317 1945 1522 Grp Volume(v),veh/h 159 1220 51 75 1966 180 117 18 0 390 16 0 Grp Sat Flow(s),veh/h/In 1728 1735 1584 1781 1749 1584 1710 1945 0 1659 1945 1522 Q Serve(g_s),s 5.1 24.8 1.5 4.6 58.8 5.9 7.5 1.0 0.0 12.8 0.8 0.0 Cycle Q Clear(g_c),s 5.1 24.8 1.5 4.6 58.8 5.9 7.5 1.0 0.0 12.8 0.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 216 2050 936 111 2067 936 157 86 469 183 V/C Ratio(X) 0.74 0.60 0.05 0.67 0.95 0.19 0.74 0.21 0.83 0.09 Avail Cap(c_a),veh/h 216 2050 936 159 2067 936 198 87 474 183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 51.6 14.4 9.7 51.4 21.4 10.6 49.6 51.6 0.0 46.8 46.4 0.0 Incr Delay(d2),s/veh 12.4 1.3 0.1 6.9 11.2 0.5 10.9 4.3 0.0 11.8 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 8.6 0.5 2.2 22.9 1.9 3.7 0.6 0.0 6.1 0.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 63.9 15.7 9.8 58.3 32.6 11.0 60.5 55.9 0.0 58.6 47.1 0.0 LnGrp LOS E B A E C B E E E D Approach Vol,veh/h 1430 2221 135 406 Approach Delay,s/veh 20.9 31.7 59.9 58.1 Approach LOS C C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.3 16.5 10.0 72.2 18.8 11.0 10.0 72.2 Change Period(Y+Rc),s 4.0 7.0 4.0 7.0 4.0 7.0 4.0 7.0 Max Green Setting(Gmax),s 12.0 7.0 9.0 62.0 15.0 4.0 6.0 63.0 Max Q Clear Time(g_c+l1),s 9.5 2.8 6.6 26.8 14.8 3.0 7.1 60.8 Green Ext Time(p_c),s 0.1 0.0 0.0 5.7 0.0 0.0 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[NBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st am.syn Timing Report, Sorted By Phase Short Total AM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 16 14 13 69 19 11 10 70 Maximum Split(%) 14.3% 12.5% 11.6% 61.6% 17.0% 9.8% 8.9% 62.5% Minimum Split(s) 10 11 10 44.5 10 11 10 38.5 Yellow Time(s) 3 4 3 5 3 4 3 5 All-Red Time(s) 1 3 1 2 1 3 1 2 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 7 23 37 50 7 26 37 47 End Time(s) 23 37 50 7 26 37 47 7 Yield/Force Off(s) 19 30 46 0 22 30 43 0 Yield/Force Off 170(s) 19 30 46 86 22 30 43 92 Local Start Time(s) 7 23 37 50 7 26 37 47 Local Yield(s) 19 30 46 0 22 30 43 0 Local Yield 170(s) 19 30 46 86 22 30 43 92 Intersection Summary Cycle Length 112 Control Type Actuated-Coordinated Natural Cycle 100 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: 152:Greenfields&Mulberry(State 14) ©1 02 N'rG33 \'0a5 06 i37 68 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st am.syn Queues Short Total AM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 159 1220 106 75 1966 295 117 92 390 16 239 v/c Ratio 0.74 0.61 0.11 0.51 0.96 0.29 0.40 0.60 0.92 0.10 0.17 Control Delay 72.8 17.1 2.0 61.4 35.1 3.0 47.4 34.0 75.2 50.2 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.8 17.1 2.0 61.4 35.1 3.0 47.4 34.0 75.2 50.2 0.3 Queue Length 50th(ft) 59 297 0 52 662 14 70 13 144 11 0 Queue Length 95th(ft) #103 347 18 98 #775 46 #152 #64 #221 32 0 Internal Link Dist(ft) 415 1016 960 378 Turn Bay Length(ft) 300 200 300 250 160 300 300 Base Capacity(vph) 214 2016 956 158 2045 1033 293 153 425 160 1372 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.61 0.11 0.47 0.96 0.29 0.40 0.60 0.92 0.10 0.17 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st am.syn HCM 6th Signalized Intersection Summary Short Total PM 152: Greenfields & Mulberry (State 14) Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r T+ '�� t r Traffic Volume(veh/h) 186 1995 76 68 1439 334 120 20 43 323 21 170 Future Volume(veh/h) 186 1995 76 68 1439 334 120 20 43 323 21 170 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 196 2100 36 72 1515 204 126 21 0 340 22 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 286 2130 973 97 2049 928 167 88 421 145 Arrive On Green 0.08 0.61 0.61 0.05 0.59 0.59 0.10 0.05 0.00 0.13 0.07 0.00 Sat Flow,veh/h 3456 3469 1584 1781 3497 1584 1710 1945 0 3317 1945 1522 Grp Volume(v),veh/h 196 2100 36 72 1515 204 126 21 0 340 22 0 Grp Sat Flow(s),veh/h/In 1728 1735 1584 1781 1749 1584 1710 1945 0 1659 1945 1522 Q Serve(g_s),s 6.1 65.1 1.0 4.4 34.8 6.7 7.9 1.1 0.0 11.0 1.2 0.0 Cycle Q Clear(g_c),s 6.1 65.1 1.0 4.4 34.8 6.7 7.9 1.1 0.0 11.0 1.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 286 2130 973 97 2049 928 167 88 421 145 V/C Ratio(X) 0.69 0.99 0.04 0.74 0.74 0.22 0.75 0.24 0.81 0.15 Avail Cap(c_a),veh/h 314 2130 973 97 2049 928 202 88 422 145 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 49.1 20.8 8.4 51.2 16.6 10.8 48.3 50.7 0.0 46.7 47.6 0.0 Incr Delay(d2),s/veh 5.4 16.4 0.1 25.8 2.4 0.5 12.2 5.0 0.0 11.0 1.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.7 25.6 0.3 2.6 12.3 2.2 4.0 0.7 0.0 5.2 0.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 54.5 37.2 8.5 77.0 19.1 11.4 60.5 55.7 0.0 57.7 49.4 0.0 LnGrp LOS D D A E B B E E E D Approach Vol,veh/h 2332 1791 147 362 Approach Delay,s/veh 38.2 20.5 59.8 57.2 Approach LOS D C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.7 13.2 10.0 73.1 17.0 10.0 13.1 69.9 Change Period(Y+Rc),s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5 Max Green Setting(Gmax),s 12.0 5.0 5.0 66.5 13.0 4.0 9.0 62.5 Max Q Clear Time(g_c+l1),s 9.9 3.2 6.4 67.1 13.0 3.1 8.1 36.8 Green Ext Time(p_c),s 0.1 0.0 0.0 0.0 0.0 0.0 0.1 8.2 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[NBR,SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st pm.syn Timing Report, Sorted By Phase Short Total PM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 16 11 10 73 17 10 14 69 Maximum Split(%) 14.5% 10.0% 9.1% 66.4% 15.5% 9.1% 12.7% 62.7% Minimum Split(s) 10 10 10 44 10 10 10 38 Yellow Time(s) 3 3 5 5 3 3 5 5 All-Red Time(s) 1 3 0 1.5 1 3 0 1.5 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 6.5 22.5 33.5 43.5 6.5 23.5 33.5 47.5 End Time(s) 22.5 33.5 43.5 6.5 23.5 33.5 47.5 6.5 Yield/Force Off(s) 18.5 27.5 38.5 0 19.5 27.5 42.5 0 Yield/Force Off 170(s) 18.5 27.5 38.5 84 19.5 27.5 42.5 90 Local Start Time(s) 6.5 22.5 33.5 43.5 6.5 23.5 33.5 47.5 Local Yield(s) 18.5 27.5 38.5 0 19.5 27.5 42.5 0 Local Yield 170(s) 18.5 27.5 38.5 84 19.5 27.5 42.5 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: 152:Greenfields&Mulberry(State 14) 01 • 02 �03 �t34 F \1005 06 07 08 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st pm.syn Queues Short Total PM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 196 2100 80 72 1515 352 126 66 340 22 179 v/c Ratio 0.64 0.94 0.08 0.71 0.73 0.32 0.51 0.51 0.90 0.17 0.13 Control Delay 58.3 29.1 0.7 85.9 19.2 2.0 51.7 36.8 74.8 53.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.3 29.1 0.7 85.9 19.2 2.0 51.7 36.8 74.8 53.0 0.2 Queue Length 50th(ft) 70 720 0 51 398 0 76 15 123 15 0 Queue Length 95th(ft) 108 #948 8 #131 490 38 #174 60 #207 41 0 Internal Link Dist(ft) 412 1016 960 378 Turn Bay Length(ft) 300 200 300 250 300 300 300 Base Capacity(vph) 312 2234 1048 102 2070 1086 245 129 378 128 1372 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.94 0.08 0.71 0.73 0.32 0.51 0.51 0.90 0.17 0.13 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st pm.syn HCM 6th Roundabout Short Total AM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 6.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 388 79 485 281 Demand Flow Rate,veh/h 395 80 495 287 Vehicles Circulating,vehlh 317 471 39 443 Vehicles Exiting,vehlh 413 63 673 108 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 8.0 5.2 5.4 6.4 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.909 0.091 0.895 0.105 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 395 80 450 45 257 30 Cap Entry Lane,veh/h 999 854 1371 1371 949 949 Entry HV Adj Factor 0.981 0.983 0.981 0.978 0.980 0.967 Flow Entry,vehlh 388 79 441 44 252 29 Cap Entry,veh/h 980 839 1344 1340 930 917 V/C Ratio 0.396 0.094 0.328 0.033 0.271 0.032 Control Delay,s/veh 8.0 5.2 5.6 2.9 6.7 4.2 LOS A A A A A A 95th%tile Queue,veh 2 0 1 0 1 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st am.syn HCM 6th Roundabout Short Total PM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 6.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 394 105 635 193 Demand Flow Rate,veh/h 402 107 648 196 Vehicles Circulating,vehlh 265 628 50 414 Vehicles Exiting,vehlh 345 70 617 321 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 7.5 6.7 6.7 5.3 Approach LOS A A A A Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.926 0.074 0.888 0.112 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 402 107 600 48 174 22 Cap Entry Lane,veh/h 1053 727 1357 1357 974 974 Entry HV Adj Factor 0.979 0.978 0.980 0.979 0.980 1.000 Flow Entry,vehlh 394 105 588 47 171 22 Cap Entry,veh/h 1031 712 1330 1329 955 974 V/C Ratio 0.382 0.147 0.442 0.035 0.179 0.023 Control Delay,s/veh 7.5 6.7 7.0 3.0 5.5 3.9 LOS A A A A A A 95th%tile Queue,veh 2 1 2 0 1 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report st pm.syn HCM 6th TWSC Short Total AM 8: N. Frontage Road & Site Access Intersection Int Delay,s/veh 5.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' t r Y Traffic Vol,veh/h 5 6 26 293 290 5 Future Vol,veh/h 5 6 26 293 290 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 0 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 6 7 31 345 341 6 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 376 0 0 50 31 Stage 1 - - - 31 - Stage 2 - - - 19 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - - - 5.42 - Critical Hdwy Stg 2 - - - 5.42 - Follow-up Hdwy 2.218 - - 3.518 3.318 Pot Cap-1 Maneuver 1182 - - 959 1043 Stage 1 - - - 992 - Stage 2 - - - 1004 - Platoon blocked,% - - Mov Cap-1 Maneuver 1182 - - 954 1043 Mov Cap-2 Maneuver - - - 954 - Stage 1 - - - 987 - Stage 2 - - - 1004 - Approach EB WB SB HCM Control Delay,s 3.7 0 10.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1182 - 955 HCM Lane V/C Ratio 0.005 - 0.363 HCM Control Delay(s) 8.1 0 - 10.9 HCM Lane LOS A A - B HCM 95th%tile Q(veh) 0 - - 1.7 Scenario 1 City of Fort Collins Signal Timing 08/27/2024 Synchro 11 Light Report st am.syn HCM 6th TWSC Short Total PM 8: N. Frontage Road & Site Access Intersection Int Delay,s/veh 5.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' + r Y Traffic Vol,veh/h 6 16 21 260 262 6 Future Vol,veh/h 6 16 21 260 262 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 0 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 7 19 25 306 308 7 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 331 0 0 58 25 Stage 1 - - - 25 - Stage 2 - - - 33 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - - - 5.42 - Critical Hdwy Stg 2 - - - 5.42 - Follow-up Hdwy 2.218 - - 3.518 3.318 Pot Cap-1 Maneuver 1228 - - 949 1051 Stage 1 - - - 998 - Stage 2 - - - 989 - Platoon blocked,% - - Mov Cap-1 Maneuver 1228 - - 943 1051 Mov Cap-2 Maneuver - - - 943 - Stage 1 - - - 992 - Stage 2 - - - 989 - Approach EB WB SB HCM Control Delay,s 2.2 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1228 - 945 HCM Lane V/C Ratio 0.006 - 0.334 HCM Control Delay(s) 7.9 0 - 10.7 HCM Lane LOS A A - B HCM 95th%tile Q(veh) 0 - - 1.5 Scenario 1 City of Fort Collins Signal Timing 08/27/2024 Synchro 11 Light Report st pm.syn APPENDIX G HCM 6th Signalized Intersection Summary Long Total AM 152: Greenfields & Mulberry (State 14) -,* --1' --* 'r *-- 4-- *\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt r ) ttt r T+ t r Traffic Volume(veh/h) 265 1350 100 70 2275 450 110 25 70 515 15 315 Future Volume(veh/h) 265 1350 100 70 2275 450 110 25 70 515 15 315 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 279 1421 17 74 2395 251 116 26 11 542 16 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 346 2654 843 112 2489 784 154 64 27 597 272 Arrive On Green 0.10 0.53 0.53 0.06 0.50 0.50 0.09 0.05 0.05 0.18 0.14 0.00 Sat Flow,veh/h 3456 4985 1584 1781 5025 1583 1710 1297 549 3317 1945 1522 Grp Volume(v),veh/h 279 1421 17 74 2395 251 116 0 37 542 16 0 Grp Sat Flow(s),veh/h/In 1728 1662 1584 1781 1675 1583 1710 0 1846 1659 1945 1522 Q Serve(g_s),s 7.9 18.6 0.5 4.1 46.0 9.5 6.6 0.0 1.9 16.0 0.7 0.0 Cycle Q Clear(g_c),s 7.9 18.6 0.5 4.1 46.0 9.5 6.6 0.0 1.9 16.0 0.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 1.00 Lane Grp Cap(c),veh/h 346 2654 843 112 2489 784 154 0 92 597 272 V/C Ratio(X) 0.81 0.54 0.02 0.66 0.96 0.32 0.75 0.00 0.40 0.91 0.06 Avail Cap(c_a),veh/h 346 2654 843 143 2489 784 154 0 129 597 311 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 44.1 15.3 11.1 45.8 24.3 15.1 44.4 0.0 46.1 40.2 37.3 0.0 Incr Delay(d2),s/veh 13.2 0.8 0.0 7.3 11.1 1.1 18.8 0.0 10.1 17.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.8 6.2 0.2 1.9 17.8 3.2 3.6 0.0 1.2 8.0 0.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 57.3 16.1 11.1 53.1 35.4 16.2 63.2 0.0 56.2 57.9 37.6 0.0 LnGrp LOS E B B D D B E A E E D Approach Vol,veh/h 1717 2720 153 558 Approach Delay,s/veh 22.7 34.1 61.5 57.4 Approach LOS C C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 12.0 19.0 10.3 58.7 21.0 10.0 14.0 55.0 Change Period(Y+Rc),s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5 Max Green Setting(Gmax),s 8.0 15.0 7.0 48.5 17.0 6.0 9.0 46.5 Max Q Clear Time(g_c+l1),s 8.6 2.7 6.1 20.6 18.0 3.9 9.9 48.0 Green Ext Time(p_c),s 0.0 0.0 0.0 6.5 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It am.syn Timing Report, Sorted By Phase Long Total AM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 12 21 12 55 21 12 14 53 Maximum Split(%) 12.0% 21.0% 12.0% 55.0% 21.0% 12.0% 14.0% 53.0% Minimum Split(s) 10 10 10 44.5 10 10 10 38.5 Yellow Time(s) 3 3 5 5 3 3 5 5 All-Red Time(s) 1 3 0 1.5 1 3 0 1.5 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 6.5 18.5 39.5 51.5 6.5 27.5 39.5 53.5 End Time(s) 18.5 39.5 51.5 6.5 27.5 39.5 53.5 6.5 Yield/Force Off(s) 14.5 33.5 46.5 0 23.5 33.5 48.5 0 Yield/Force Off 170(s) 14.5 33.5 46.5 74 23.5 33.5 48.5 80 Local Start Time(s) 6.5 18.5 39.5 51.5 6.5 27.5 39.5 53.5 Local Yield(s) 14.5 33.5 46.5 0 23.5 33.5 48.5 0 Local Yield 170(s) 14.5 33.5 46.5 74 23.5 33.5 48.5 80 Intersection Summary Cycle Length 100 Control Type Actuated-Coordinated Natural Cycle 90 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: I 152:Greenfields&Mulberry(State 14) 01 • 02 �03 �L�4 ±05 06 07 08 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It am.syn Queues Long Total AM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 279 1421 105 74 2395 474 116 100 542 16 332 v/c Ratio 0.81 0.55 0.12 0.54 1.01 0.49 0.84 0.50 0.89 0.05 0.96 Control Delay 63.6 17.8 0.5 59.3 48.1 4.8 89.7 25.5 59.1 36.1 63.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.6 17.8 0.5 59.3 48.1 4.8 89.7 25.5 59.1 36.1 63.5 Queue Length 50th(ft) 91 225 0 46 -557 22 74 16 -182 9 121 Queue Length 95th(ft) #157 271 3 #94 #686 85 #175 67 #293 28 #299 Internal Link Dist(ft) 415 1016 960 378 Turn Bay Length(ft) 300 200 300 250 160 300 300 Base Capacity(vph) 343 2564 888 141 2369 966 138 200 606 337 346 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.55 0.12 0.52 1.01 0.49 0.84 0.50 0.89 0.05 0.96 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It am.syn HCM 6th Signalized Intersection Summary Long Total PM 152: Greenfields & Mulberry (State 14) ---* --1' --* 'r *-- 4-- *\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt r ) ttt r T+ t r Traffic Volume(veh/h) 445 2485 80 75 1690 690 130 20 50 605 25 490 Future Volume(veh/h) 445 2485 80 75 1690 690 130 20 50 605 25 490 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate,veh/h 454 2536 8 77 1724 332 133 20 5 617 26 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 5 2 2 4 2 2 2 2 2 2 2 Cap,veh/h 518 2685 853 112 2269 715 171 62 16 700 297 Arrive On Green 0.15 0.54 0.54 0.06 0.45 0.45 0.10 0.04 0.04 0.21 0.15 0.00 Sat Flow,veh/h 3456 4985 1584 1781 5025 1583 1710 1502 376 3317 1945 1522 Grp Volume(v),veh/h 454 2536 8 77 1724 332 133 0 25 617 26 0 Grp Sat Flow(s),veh/h/In 1728 1662 1584 1781 1675 1583 1710 0 1878 1659 1945 1522 Q Serve(g_s),s 15.4 57.3 0.3 5.1 34.4 17.5 9.1 0.0 1.6 21.6 1.4 0.0 Cycle Q Clear(g_c),s 15.4 57.3 0.3 5.1 34.4 17.5 9.1 0.0 1.6 21.6 1.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00 Lane Grp Cap(c),veh/h 518 2685 853 112 2269 715 171 0 78 700 297 V/C Ratio(X) 0.88 0.94 0.01 0.69 0.76 0.46 0.78 0.00 0.32 0.88 0.09 Avail Cap(c_a),veh/h 518 2685 853 119 2269 715 171 0 156 746 405 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 49.9 26.0 12.8 55.1 27.5 22.8 52.7 0.0 55.9 45.9 43.6 0.0 Incr Delay(d2),s/veh 15.5 8.5 0.0 14.4 2.5 2.2 20.2 0.0 8.3 11.4 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.5 21.7 0.1 2.6 13.0 6.4 4.9 0.0 0.9 10.1 0.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 65.4 34.5 12.9 69.5 29.9 25.0 72.9 0.0 64.2 57.3 44.1 0.0 LnGrp LOS E C B E C C E A E E D Approach Vol,veh/h 2998 2133 158 643 Approach Delay,s/veh 39.1 30.6 71.5 56.8 Approach LOS D C E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 15.0 23.3 11.5 70.1 28.3 10.0 22.0 59.7 Change Period(Y+Rc),s 4.0 6.0 5.0 6.5 4.0 6.0 5.0 6.5 Max Green Setting(Gmax),s 11.0 24.0 7.0 56.5 26.0 9.0 17.0 46.5 Max Q Clear Time(g_c+l1),s 11.1 3.4 7.1 59.3 23.6 3.6 17.4 36.4 Green Ext Time(p_c),s 0.0 0.1 0.0 0.0 0.7 0.0 0.0 6.1 Intersection Summary HCM 6th Ctrl Delay 38.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for[SBR]is excluded from calculations of the approach delay and intersection delay. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It pm.syn Timing Report, Sorted By Phase Long Total PM 152: Greenfields & Mulberry (State 14) Phase Number 1 2 3 4 5 6 7 8 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None None None C-Max None None None C-Max Maximum Split(s) 15 30 12 63 30 15 22 53 Maximum Split(%) 12.5% 25.0% 10.0% 52.5% 25.0% 12.5% 18.3% 44.2% Minimum Split(s) 10 10 10 44.5 10 10 10 38.5 Yellow Time(s) 3 3 5 5 3 3 5 5 All-Red Time(s) 1 3 0 1.5 1 3 0 1.5 Minimum Initial(s) 4 4 4 15 4 4 4 15 Vehicle Extension(s) 3 6 3 3 3 6 3 3 Minimum Gap(s) 3 3 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 0 0 Time To Reduce(s) 0 0 0 0 0 0 0 0 Walk Time(s) 6 6 Flash Dont Walk(s) 26 20 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time(s) 6.5 21.5 51.5 63.5 6.5 36.5 51.5 73.5 End Time(s) 21.5 51.5 63.5 6.5 36.5 51.5 73.5 6.5 Yield/Force Off(s) 17.5 45.5 58.5 0 32.5 45.5 68.5 0 Yield/Force Off 170(s) 17.5 45.5 58.5 94 32.5 45.5 68.5 100 Local Start Time(s) 6.5 21.5 51.5 63.5 6.5 36.5 51.5 73.5 Local Yield(s) 17.5 45.5 58.5 0 32.5 45.5 68.5 0 Local Yield 170(s) 17.5 45.5 58.5 94 32.5 45.5 68.5 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset:0(0%), Referenced to phase 4:EBT and 8:WBT,Start of Yellow Splits and Phases: 152:Greenfields&Mulberry(State 14) 4\ ©1 1 02 ��33 �� �a5 Do' 07 08 R Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It pm.syn Queues Long Total PM 152: Greenfields & Mulberry (State 14) --* --0' --* 4,- ~ *-- T 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow(vph) 454 2536 82 77 1724 704 133 71 617 26 500 v/c Ratio 0.88 1.03 0.10 0.66 0.87 0.71 0.87 0.35 0.83 0.06 1.09 Control Delay 69.8 56.5 0.3 80.5 39.5 8.8 98.4 25.8 54.5 38.6 93.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.8 56.5 0.3 80.5 39.5 8.8 98.4 25.8 54.5 38.6 93.2 Queue Length 50th(ft) 179 -798 0 59 445 47 103 15 242 16 -291 Queue Length 95th(ft) #269 #890 1 #131 514 186 #220 61 #351 42 #506 Internal Link Dist(ft) 415 1016 960 378 Turn Bay Length(ft) 300 200 300 250 160 300 300 Base Capacity(vph) 514 2466 845 118 1975 993 153 203 743 439 460 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 1.03 0.10 0.65 0.87 0.71 0.87 0.35 0.83 0.06 1.09 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It pm.syn HCM 6th Roundabout Long Total AM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 9.9 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 358 95 779 559 Demand Flow Rate,veh/h 365 96 795 570 Vehicles Circulating,vehlh 596 784 54 413 Vehicles Exiting,vehlh 387 65 907 467 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 11.8 7.7 8.6 10.6 Approach LOS B A A B Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.952 0.048 0.942 0.058 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 365 96 757 38 537 33 Cap Entry Lane,veh/h 751 620 1352 1352 975 975 Entry HV Adj Factor 0.980 0.985 0.980 0.974 0.981 0.970 Flow Entry,vehlh 358 95 742 37 527 32 Cap Entry,veh/h 736 611 1325 1316 956 946 V/C Ratio 0.486 0.155 0.560 0.028 0.551 0.034 Control Delay,s/veh 11.8 7.7 8.9 3.0 11.0 4.1 LOS B A A A B A 95th%tile Queue,veh 3 1 4 0 3 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It am.syn HCM 6th Roundabout Long Total PM 1: Greenfields & N. Frontage Road Intersection Intersection Delay,s/veh 22.9 Intersection LOS C Approach EB WB NB SB Entry Lanes 1 1 2 2 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow,veh/h 369 126 1216 826 Demand Flow Rate,veh/h 376 129 1241 843 Vehicles Circulating,vehlh 902 1231 75 387 Vehicles Exiting,vehlh 328 85 1203 973 Ped Vol Crossing Leg,#/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay,s/veh 23.3 15.6 24.7 21.2 Approach LOS C C C C Lane Left Left Left Right Left Right Designated Moves LTR LTR LT R LT R Assumed Moves LTR LTR LT R LT R RT Channelized Lane Util 1.000 1.000 0.965 0.035 0.968 0.032 Follow-Up Headway,s 2.609 2.609 2.535 2.535 2.535 2.535 Critical Headway,s 4.976 4.976 4.544 4.544 4.544 4.544 Entry Flow,veh/h 376 129 1198 43 816 27 Cap Entry Lane,veh/h 550 393 1326 1326 999 999 Entry HV Adj Factor 0.980 0.974 0.980 0.977 0.981 0.963 Flow Entry,vehlh 369 126 1174 42 800 26 Cap Entry,veh/h 539 383 1300 1296 979 962 V/C Ratio 0.684 0.328 0.903 0.032 0.817 0.027 Control Delay,s/veh 23.3 15.6 25.5 3.0 21.8 4.0 LOS C C D A C A 95th%tile Queue,veh 5 1 15 0 9 0 Scenario 1 City of Fort Collins Signal Timing 11/04/2024 Synchro 11 Light Report It pm.syn HCM 6th TWSC Long Total AM 11: N. Frontage Road & Site Access Intersection Int Delay,s/veh 5.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' + r Y Traffic Vol,veh/h 5 10 30 295 290 5 Future Vol,veh/h 5 10 30 295 290 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 200 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 6 11 33 328 322 6 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 361 0 0 56 33 Stage 1 - - - 33 - Stage 2 - - - 23 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - - - 5.42 - Critical Hdwy Stg 2 - - - 5.42 - Follow-up Hdwy 2.218 - - 3.518 3.318 Pot Cap-1 Maneuver 1198 - - 952 1041 Stage 1 - - - 989 - Stage 2 - - - 1000 - Platoon blocked,% - - Mov Cap-1 Maneuver 1198 - - 947 1041 Mov Cap-2 Maneuver - - - 947 - Stage 1 - - - 984 - Stage 2 - - - 1000 - Approach EB WB SB HCM Control Delay,s 2.7 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1198 - 948 HCM Lane V/C Ratio 0.005 - 0.346 HCM Control Delay(s) 8 0 - 10.8 HCM Lane LOS A A - B HCM 95th%tile Q(veh) 0 - - 1.6 Scenario 1 City of Fort Collins Signal Timing 08/27/2024 Synchro 11 Light Report It am.syn HCM 6th TWSC Long Total PM 11: N. Frontage Road & Site Access Intersection Int Delay,s/veh 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' + r Y Traffic Vol,veh/h 5 20 15 260 265 5 Future Vol,veh/h 5 20 15 260 265 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 200 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 6 22 17 289 294 6 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 306 0 0 51 17 Stage 1 - - - 17 - Stage 2 - - - 34 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - - - 5.42 - Critical Hdwy Stg 2 - - - 5.42 - Follow-up Hdwy 2.218 - - 3.518 3.318 Pot Cap-1 Maneuver 1255 - - 958 1062 Stage 1 - - - 1006 - Stage 2 - - - 988 - Platoon blocked,% - - Mov Cap-1 Maneuver 1255 - - 953 1062 Mov Cap-2 Maneuver - - - 953 - Stage 1 - - - 1001 - Stage 2 - - - 988 - Approach EB WB SB HCM Control Delay,s 1.6 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1255 - 955 HCM Lane V/C Ratio 0.004 - 0.314 HCM Control Delay(s) 7.9 0 - 10.5 HCM Lane LOS A A - B HCM 95th%tile Q(veh) 0 - - 1.4 Scenario 1 City of Fort Collins Signal Timing 08/27/2024 Synchro 11 Light Report It pm.syn APPENDIX H 4 N rrLnn �111 N. Frontage Rd. Mulberry s� G,. SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA _-o'/1-DELICH ASSOCIATES Bloom, Filing 6 TIS, October 2024 Pedestrian LOS Worksheet Project Location Classification: Description of Destination Level of Service(minimum based on project location classification) Applicable Destination Area Street visual Area Within 1320' Classification Directness Continuity Crossings Ameest& Security ies Minimum B B C B B 1 Commercial uses west Commercial Actual A E B B D of the site Proposed A E B B D Minimum B B C B B 2 Residential area north of the site Residential Actual - - - - - Proposed A D B B B Commercial uses south Minimum B B C B B 3 and southeast of the Commercial Actual A E E D D site Proposed A E E D D Minimum B B C B B 4 Residential area south Residential Actual A E E D D of the site Proposed A E E D D Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 9 0 Actual Proposed 4 N rrLnn �111 N. Frontage Rd. Mulberry s� G,. SCALE: 1"=500' BICYCLE INFLUENCE AREA _-o'f 1-DELICH 7 ASSOCIATES Bloom, Filing 6 TIS, October 2024 Bicycle LOS Worksheet Level of Service—Connectivity Minimum Actual Proposed Base Connectivity: Specific connections to priority sites: Description of Destination Applicable Destination Area Area Within 1320' Classification Commercial uses south 1 and southeast of the Commercial B E E site 2 3 4 5 6 7 8