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HomeMy WebLinkAboutBLOOM FILING SIX - PDP230017 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY BLOOM, FILING 1 TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO DECEMBER 2023 Prepared for: TDC Development 8840 Longs Peak Circle Windsor, CO 80550 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Fort Collins, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 Project #2339 DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Roads .............................................................................................................................. 2 Existing Traffic ................................................................................................................. 5 Existing Operation ........................................................................................................... 5 Pedestrians Facilities ...................................................................................................... 5 Bicycle Facilities .............................................................................................................. 5 Transit Facilities .............................................................................................................. 9 III. PROPOSED DEVELOPMENT ............................................................................... 10 Trip Generation ............................................................................................................. 10 Trip Distribution ............................................................................................................. 10 Background Traffic Projections ..................................................................................... 10 Traffic Assignment......................................................................................................... 16 Total Traffic ................................................................................................................... 16 Signal Warrants ............................................................................................................. 16 Geometry ...................................................................................................................... 16 Operations Analysis ...................................................................................................... 22 Queuing Analysis .......................................................................................................... 22 Pedestrian Level of Service ........................................................................................... 28 Bicycle Level of Service ................................................................................................ 29 Transit Level 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 DELICH Bloom, Filing 1 TIS, December 2023 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 DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 1 I. INTRODUCTION This Transportation Impact Study (TIS) addresses the capacity, geometric, and control requirements for the proposed Bloom, Filing 1 development. The proposed Bloom, Filing 1 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, Mulberry/RT Access, N. Frontage Road/RT Access, and N. Frontage Road/Site Access intersections. Appendix A contains the Transportation Impact Study Base Assumptions form and related attachments for the Bloom, Filing 1 development. DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the Bloom, Filing 1 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 to the north, northwest, and south of the site. The center of Fort Collins lies to the west of the Bloom, Filing 1 site. Roads The primary streets near the Bloom, Filing 1 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 1 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 Mulberry/Greenfields intersection, Mulberry Street has eastbound and westbound left-turn lanes, two through lanes in each direction, and eastbound and westbound right-turn lanes. There are also short eastbound and westbound right-turn acceleration lanes. The Mulberry/Greenfields intersection has signal control. 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. 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. Currently, Greenfields Court is under construction to build a roundabout at the Greenfields/N. Frontage Road intersection. 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 1 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 stop sign control on Greenfields Court. At the N. Frontage Road/RT Access intersection, there is stop sign control on the N. Frontage Road. N RAILROAD Mulberry 25 N. Frontage Rd. S u m m it V i e w Gr e e n f i e l d s SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 4 Gr e e n f i e l d s STOP - Denotes Lane - Right-turn Acceleration Lane Mulberry N. Frontage Rd. ST O P ST O P STOP DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 5 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, 6th Edition. A description of level of service for signalized and unsignalized intersections from the Highway Capacity Manual, 6th 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 1 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. 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. RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 6 99 / 1 1 6 11 / 1 4 62 / 4 2 27/23 986/1824 89/74 63/66 1595/1309 7/941 / 6 9 8/ 1 4 9/ 1 9 15/33 10/13 53/77 12/7 3/ 5 24 / 3 6 Mulberry N . F ront age R d. Gr e e n f i e l d s AM/PM AVERAGED/BALANCED AND SYNTHESIZED RECENT PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 7 AM/PM 14/32 10/13 49/74 12/7 4/ 5 36 / 3 9 99 / 1 1 6 10 / 1 3 62 / 4 2 24/22 986/1824 89/74 63/66 1595/1309 6/945 / 7 2 8/ 1 4 10 / 2 0 N. Frontage Rd. Mulberry Gr e e n f i e l d s 4/8 2/8 12/19 4/2 22 / 9 14 / 8 1668/1428 1099/1920 36/17 16 / 2 7 DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 8 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM Mulberry/Greenfields (signal) 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 WB APPROACH B A NB LT D E NB T/RT D D NB APPROACH D E SB LT D D SB T/RT D D SB APPROACH D D OVERALL B B Greenfields/N. Frontage Road (stop sign) NB LT/RT A A WB LT/T A A OVERALL A A Mulberry/RT Access (RT-in/RT-out) SB RT B B N. Frontage Road/RT Access (stop sign) EB T/RT A A WB LT/T A A NB LT/RT A A OVERALL A A DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 9 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. DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 10 III. PROPOSED DEVELOPMENT The proposed Bloom, Filing 1 will consist of a fast-food restaurant, a coffee shop, an automated car wash, and an approximately 4,500 square foot paint/hardware store. Figure 5 shows a site plan of the proposed Bloom, Filing 1 site. The short range analysis (Year 2028) includes development of the proposed Bloom, Filing 1 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 1 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, 11th Edition, ITE was used to determine the trips that would be generated by the Bloom, Filing 1 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 1 site resulted in 4,320 daily trip ends, 484 morning peak hour trip ends, and 348 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 1 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. 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, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access intersections. SCALE: 1"=100' SITE PLAN Figure 5 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 11 N. Frontage Road S i t e A c c e s s 5,000 SF DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 12 TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 934 Fast Food Restaurant with Drive-Thru 5.0 KSF 467.48 2338 22.75 114 21.86 109 17.18 86 15.85 79 937 Coffee/Donut Shop with Drive- Thru 2.36 KSF 533.57 1260 43.80 103 42.08 100 19.495 46 19.495 46 816 Hardware/Paint Store 4.5 KSF 8.07 36 0.50 2 0.42 2 1.37 6 1.61 7 948 Automated Car Wash 1 Tunnel Est. 686 Est. 27 Est. 27 38.75 39 38.75 39 Total 4320 246 238 177 171 TRIP DISTRIBUTION Figure 6 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 13 Nominal 35% 5% 45% 10 % 5% Mulberry N. Frontage Rd. Gr e e n f i e l d s AM/PM SHORT RANGE (2028) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 14 10 2 / 1 2 0 10 / 1 3 64 / 4 3 41/75 1121/2063 92/76 65/68 1807/1486 67/20922 5 / 1 9 3 8/ 1 4 57 / 5 2 4/ 5 77 / 2 5 2 37 / 4 0 0/0 10/13 14/33 50/76 12/7 0/00/ 0 22 6 / 1 5 0 0/ 0 Gr e e n f i e l d s N. Frontage Rd. Mulberry 4/8 2/8 12/19 4/2 22 / 9 14 / 8 1930/1641 1254/2214 36/17 16 / 2 7 LONG RANGE (2045) BACKGROUND PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 15 11 0 / 1 3 0 15 / 1 5 70 / 5 0 170/335 1410/2555 100/80 70/75 2370/1735 255/56040 0 / 4 7 5 10 / 1 5 16 0 / 3 7 0 5/ 1 0 40 0 / 8 6 0 35 / 4 0 5/5 10/15 15/35 55/80 15/10 15/2510 / 2 0 50 0 / 7 4 5 5/ 5 Gr e e n f i e l d s N. Frontage Rd. Mulberry 5/10 5/10 15/20 5/5 25 / 1 0 15 / 1 0 2600/2215 1680/2970 40/20 20 / 3 0 AM/PM Rounded to Nearest 5 Vehicles DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 16 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, Mulberry/RT Access, N. Frontage Road/RT Access, and N. Frontage Road/Site Access intersections. Total Traffic The traffic volumes generated by the proposed Bloom, Filing 1 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, Mulberry/RT Access, N. Frontage Road/RT Access, 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 1 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 existing 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 right-turn lane. A westbound right-turn lane will be required at the N. Frontage Road/Site Access intersection. Due to the proximity of the N. Frontage Road to Mulberry Street (12- 15 feet edge of asphalt to edge of asphalt), no auxiliary lanes are expected to be installed at the N. Frontage Road/RT Access intersection. In the long range (2045) future, Mulberry Street was assumed to have three through lanes in each direction. In addition to this, dual eastbound left-turn lanes are warranted at the Mulberry/Greenfields intersection. These dual eastbound left-turn lanes were not shown in the BMTIS, even though the volumes and operation indicate otherwise. This will require two receiving lanes on Greenfields Court. AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 17 NOM 251/187 24 2 / 1 8 1 NO M 95 / 8 7 -4 / - 6 13/17 5/5 108/94 6/5 -1 0 / - 4 20 / 1 6 N. Frontage Rd. Si e A c c e s s 116/65 126/116 121/108 13 0 / 7 9 93 / 8 6 5/ 4 11 6 / 6 5 3/ 2 88/79 -50/-43 47/46 Gr e e n f i e l d s Mulberry -81/-31 38/36 130/79 2/ 2 AM/PM SHORT RANGE (2028) TOTAL PEAK HOUR TRAFFIC Figure 10 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 18 NOM 6/16 N. Frontage Rd. 26/11 251/187 24 2 / 1 8 1 NO M Si e A c c e s s 99 / 9 2 73 / 2 4 6 37 / 4 0 13/17 15/18 122/127 50/76 18/12 0/00/ 0 21 6 / 1 4 6 20 / 1 6 10 4 / 1 2 2 13 / 1 5 64 / 4 3 129/154 1071/2020 92/76 65/68 1854/1532 67/20931 8 / 2 7 9 13 / 1 8 57 / 5 2 Mulberry Gr e e n f i e l d s 120/73 128/124 12/19 125/110 15 2 / 8 8 14 / 8 1849/1610 1292/2250 166/96 13 2 / 9 2 LONG RANGE (2045) TOTAL PEAK HOUR TRAFFIC Figure 11 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 19 11 5 / 1 3 5 20 / 2 0 70 / 5 0 260/415 1360/2510 100/80 70/75 2415/1780 255/56049 5 / 5 6 0 15 / 2 0 16 0 / 3 7 0 10 5 / 1 0 0 39 5 / 8 5 5 35 / 4 0 20/20 15/20 125/130 55/80 20/15 15/2510 / 2 0 49 0 / 7 4 0 25 / 2 0 120/75 135/125 15/20 130/115 15 5 / 9 0 15 / 1 0 2520/2185 1720/3005 170/100 13 5 / 9 5 AM/PM Rounded to Nearest 5 Vehicles NOM 10/20 N. Frontage Rd. 30/15 255/190 24 5 / 1 8 0 NO M Si e A c c e s s Mulberry Gr e e n f i e l d s SHORT RANGE (2028) GEOMETRY Figure 12 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 20 - Denotes Lane - Right-turn Acceleration Lane STOP N. Frontage Rd. Si e A c c e s s Mulberry Gr e e n f i e l d s ST O P ST O P STOP LONG RANGE (2045) GEOMETRY Figure 13 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 21 - Denotes Lane - Right-turn Acceleration Lane STOP N. Frontage Rd. Si e A c c e s s Mulberry Gr e e n f i e l d s ST O P ST O P STOP DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 22 Operation Analysis Operation analyses were performed at the Mulberry/Greenfields, Greenfields/N. Frontage Road, Mulberry/RT Access, N. Frontage Road/RT Access, 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, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access 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, Greenfields/N. Frontage Road, Mulberry/RT Access, and N. Frontage Road/RT Access 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, Mulberry/RT Access, N. Frontage Road/RT Access, 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, Mulberry/RT Access, N. Frontage Road/RT Access, 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 Starbucks coffee shop and the Chick-fil- A fast-food restaurant. 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 fast-food restaurant. According to the site plan for the coffee shop, the single lane drive-thru aisle is approximately 255 feet long and can accommodate 11 vehicles at a spacing of 23.5 feet per vehicle (front bumper to front bumper) without impacting the access to the parking lot. Based upon information obtained from Starbucks, approximately 54 percent of the DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 23 TABLE 3 Short Range (2028) Background Peak Hour Operation Intersection Movement Level of Service AM PM Mulberry/Greenfields (signal) EB LT C B EB T B C EB RT A A EB APPROACH B C WB LT A C WB T C B WB RT A A WB APPROACH C B NB LT E E NB T/RT E E NB APPROACH E E SB LT D E SB T D E SB RT D E SB APPROACH D E OVERALL C C Greenfields/N. Frontage Road (roundabout) EB APPROACH A A WB APPROACH A A NB APPROACH A A SB APPROACH A A OVERALL A A Mulberry/RT Access (RT-in/RT-out) SB RT C B N. Frontage Road/RT Access (stop sign) EB T/RT A A WB LT/T A A NB LT/RT A A OVERALL A A DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 24 TABLE 4 Long Range (2045) Background Peak Hour Operation Intersection Movement Level of Service AM PM Mulberry/Greenfields (signal) EB LT E E EB T B D EB RT B B EB APPROACH B D WB LT E E WB T C C WB RT B C WB APPROACH C C NB LT E E NB T/RT E D NB APPROACH E E SB LT E E SB T D D SB RT D E SB APPROACH E E OVERALL C D Greenfields/N. Frontage Road (roundabout) EB APPROACH A A WB APPROACH A B NB LT/T A B NB RT A A NB APPROACH A B SB APPROACH A B OVERALL A B Mulberry/RT Access (RT-in/RT-out) SB RT C C N. Frontage Road/RT Access (stop sign) EB T/RT A A WB LT/T A A NB LT/RT A A OVERALL A A DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 25 TABLE 5 Short Range (2028) Total Peak Hour Operation Intersection Movement Level of Service AM PM Mulberry/Greenfields (signal) EB LT E C EB T B C EB RT A A EB APPROACH B C WB LT A C WB T D B WB RT A A WB APPROACH D B NB LT E E NB T/RT E E NB APPROACH E E SB LT E E SB T D E SB RT D D SB APPROACH E E OVERALL C C Greenfields/N. Frontage Road (roundabout) EB APPROACH A A WB APPROACH A A NB APPROACH A A SB APPROACH A A OVERALL A A Mulberry/RT Access (RT-in/RT-out) SB RT C B N. Frontage Road/RT Access (stop sign) EB T/RT B B WB LT/T C B NB LT/RT A A OVERALL B B N. Frontage Road/Site Access (stop sign) SB LT/RT B A EB LT/T A A OVERALL A A DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 26 TABLE 6 Long Range (2045) Total Peak Hour Operation Intersection Movement Level of Service AM PM Mulberry/Greenfields (signal) EB LT E E EB T B D EB RT B B EB APPROACH C D WB LT E E WB T D C WB RT B C WB APPROACH C C NB LT E E NB T/RT E E NB APPROACH E E SB LT E E SB T D D SB RT D E SB APPROACH E E OVERALL C D Greenfields/N. Frontage Road (roundabout) EB APPROACH A B WB APPROACH A B NB LT/T A B NB RT A A NB APPROACH A B SB APPROACH A C OVERALL A B Mulberry/RT Access (RT-in/RT-out) SB RT D C N. Frontage Road/RT Access (stop sign) EB T/RT B B WB LT/T C B NB LT/RT A A OVERALL B B N. Frontage Road/Site Access (stop sign) SB LT/RT B A EB LT/T A A OVERALL A A SCALE: 1"=60' QUEUING PLAN Figure 14 DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Page 27 S t a r b u c k s C h i c k - Fi l - A DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 28 morning site generated trips would use the drive-thru window (56 trips). The service time with respect to the queuing analysis is the time spent at the service window. Service time data in the morning peak hour was obtained from a Starbucks Coffee Shop on US34 in Loveland, Colorado. This Starbucks Coffee Shop had one drive-thru window and one order board. The data indicates that the average service time at the window is 45.0 seconds (0.75 minutes). In order to determine if the available 11 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 eight vehicles (7.399 vehicles) at one time. Since the available length can accommodate 11 vehicles with no impact to the site access, it is concluded that the drive- thru lane will accommodate the 95th percentile queue. According to the site plan for the fast-food restaurant, the single lane drive-thru aisle is approximately 160 feet long and can accommodate seven vehicles at a spacing of 23.5 feet per vehicle (front bumper to front bumper). The double drive-thru aisle with the two order boards is approximately 140 feet long and can accommodate 12 vehicles total. A total of 19 vehicles can be in the queue without impacting the main parking lot. Service time data in the afternoon peak hour was obtained from a Chick-fil-A in Loveland, Colorado. This Chick-fil-A has a very similar drive-thru configuration as the one in this study. The data indicates that the average service time at the window is 47.4 seconds (0.79 minutes). According to information from Chick-fil-A, 60 percent of its business is drive-thru. However, based upon the observations at the Chick-fil-A, it is estimated that 70 percent of the afternoon site generated trips use the drive-thru window. To be conservative, it was assumed that 75 percent of the trips would use the drive-thru (65 trips). In order to determine if the available 19 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 18 vehicles (17.242 vehicles) at one time. Since the available length can accommodate 19 vehicles with no impact to the site, it is concluded that the drive-thru lane will accommodate the 95th percentile queue. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Bloom, Filing 1 site. The Bloom, Filing 1 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 1 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 1 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. Sidewalks will be built DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 29 throughout and adjacent to the development that will connect to nearby sidewalks along built with the Bloom, Filing 2, 3, and 4 projects. However, there will still be areas within the pedestrian influence area that lack sidewalks. • Directness – The distance ratio to all pedestrian destinations is less than 1.2 (LOS A), except destination 2. The directness for destination 2 is hindered by the ditch to the north. • Continuity – The continuity to all pedestrian destinations will not be acceptable, due to the lack of sidewalks in this area. • 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. Given the location of the Bloom, Filing 1 site, it is doubtful that there will be any/many pedestrian trips to this site. Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of the Bloom, Filing 1 site. Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of the Bloom, Filing 1 site: 1) the commercial uses to the south and southeast of the site. The bicycle level of service will not be acceptable due to the lack of bicycle lanes on the N. Frontage Road. 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 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. DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 30 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the transportation impacts associated with the development of the Bloom, Filing 1 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 1 site is feasible from a traffic engineering standpoint. The trip generation for full development of the Bloom, Filing 1 site resulted in 4,320 daily trip ends, 484 morning peak hour trip ends, and 348 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 will have roundabout control in the near future. 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 1 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 fast-food restaurant, 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 many pedestrian categories. There are no sidewalks in the area of the Bloom, Filing 1 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. Sidewalks will be built throughout and adjacent to the development that will connect to nearby sidewalks along built with the Bloom, Filing 2, 3, and 4 projects. However, there will still be areas within the pedestrian influence area that lack sidewalks. Transfort Route 16 provides service on Harmony Road. Given the location of the Bloom, Filing 1 site, it is doubtful that there will be any/many pedestrian trips to this site. DELICH Bloom, Filing 1 TIS, December 2023 ASSOCIATES Page 31 • The bicycle level of service will not be acceptable due to the lack of bicycle lanes on the N. Frontage Road. 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. • 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. APPENDIX A 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 Attachment “A” Transportation Impact Study Base Assumptions Project Information Project Name Bloom, Filing 1 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 attached)Per ITE Trip Adjustment Factors Passby: Per ITE Captive Market: N/A Trip Distribution (see attached) North 10% South 5% East 30% West 55% 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 Date: __October 4, 2023________________________________________ Traffic Engineer: __Delich Associates__________________________________________ Local Entity Engineer: __________________________________________________________ Mulberry Access from Frontage Rd SSteven Gilchrist 10/18/2023 Coordination with CDOT will be required as an Access Permit will likely be needed for this location onto the SH 14 (Mulberry) Frontage Road. 35%50% Notes: See changes to trip distribution, additional intersections, and CDOT note. Peakview (TIS provided) N RAILROAD Mulberry 25 N. Frontage Rd. S u m m it V i e w Gr e e n f i e l d s SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES Bloom, Filing 1 TIS, October 2023 Page 3 SCALE: 1"=100' SITE PLAN Figure 5 DELICH ASSOCIATES Bloom, Filing 1 TIS, October 2023 Page 10 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 TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 934 Fast Food Restaurant with Drive-Thru 6.2 KSF 467.48 2898 22.75 141 21.86 136 17.18 106 15.85 99 937 Coffee/Donut Shop with Drive- Thru 2.36 KSF 533.57 1260 43.80 103 42.08 100 19.495 46 19.495 46 816 Hardware/Paint Store 4.5 KSF 8.07 36 0.50 2 0.42 2 1.37 6 1.61 7 948 Automated Car Wash 1 Tunnel Est. 686 Est. 27 Est. 27 38.75 39 38.75 39 822 Strip Retail Plaza (<40 KSF) 4.5 KSF 54.45 246 1.42 6 0.94 5 3.295 15 3.295 15 Total 5126 279 270 212 206 75,3',675,%87,21 )LJXUH '(/,&+ $662&,$7(6 %ORRP)LOLQJ7,62FWREHU 3DJH 1RPLQDO       0XOEHUU\ 1)URQWDJH5G *U H H Q I L H O G V 35%x 45%x 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 1102 63 1595 7 1665 2767 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 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 19 102 274 23 1824 74 1921 66 1309 9 1384 3305 3579 PHF 0.91 0.58 0.62 0.78 0.91 0.5 0.43 0.8 0.82 0.93 0.8 0.94 0.83 0.93 0.45 0.93 0.95 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 3/9/2021 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 27 0 10 15 25 53 12 0 65 90 117 PHF 0.38 n/a 0.75 0.84 n/a n/a n/a n/a 0.84 n/a 0.5 0.63 0.63 0.78 0.75 n/a 0.86 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 n/a 0.82 0.93 n/a n/a n/a n/a 0.93 n/a 0.65 0.49 0.58 0.74 0.58 n/a 0.78 0.71 0.75 APPENDIX C HCM 6th Signalized Intersection Summary Recent AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 000000000000 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/ln 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, %252242222222 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/ln 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/ln 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 AAAABADADDAD 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+I1), 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. Timing Report, Sorted By Phase Recent AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent am.syn Phase Number 234678 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)355355 All-Red Time (s) 3 0 1.5 3 0 1.5 Minimum Initial (s) 7 4 15 7 4 15 Vehicle Extension (s)633633 Minimum Gap (s)333333 Time Before Reduce (s)000000 Time To Reduce (s)000000 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) Queues Recent AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent am.syn 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 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 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 HCM 6th Signalized Intersection Summary Recent PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 000000000000 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/ln 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, %252252222222 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/ln 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/ln 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 ABABAAEADDAD 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+I1), 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. Timing Report, Sorted By Phase Recent PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn Phase Number 234678 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)355355 All-Red Time (s) 3 0 1.5 3 0 1.5 Minimum Initial (s) 7 4 15 7 4 15 Vehicle Extension (s)633633 Minimum Gap (s)333333 Time Before Reduce (s)000000 Time To Reduce (s)000000 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) Queues Recent PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn 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 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 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 HCM 6th TWSC Recent AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report recent am.syn Intersection Int Delay, s/veh 5.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 10 14 49 12 4 36 Future Vol, veh/h 10 14 49 12 4 36 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 12 16 58 14 5 42 Major/Minor Major1 Major2 Minor1 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 - HCM 6th TWSC Recent PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 13 32 74 7 5 39 Future Vol, veh/h 13 32 74 7 5 39 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 14 36 82 8 6 43 Major/Minor Major1 Major2 Minor1 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 - HCM 6th TWSC Recent AM 5: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report recent am.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1099 1668 36 0 16 Future Vol, veh/h 0 1099 1668 36 0 16 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 0 1293 1962 42 0 19 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 981 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver 0 - - - 0 411 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----411 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 14.2 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 411 HCM Lane V/C Ratio - - - 0.046 HCM Control Delay (s) - - - 14.2 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.1 HCM 6th TWSC Recent PM 5: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report recent pm.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1920 1428 17 0 27 Future Vol, veh/h 0 1920 1428 17 0 27 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 0 2065 1535 18 0 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 768 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver 0 - - - 0 510 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----510 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 12.5 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 510 HCM Lane V/C Ratio - - - 0.057 HCM Control Delay (s) - - - 12.5 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.2 HCM 6th TWSC Recent AM 7: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report recent am.syn Intersection Int Delay, s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 00000000000 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 22222222222 Mvmt Flow 0 2 5 14 5 0 26 0 16 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 64 69 1 65 61 81001600 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 - - Stage 1 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 NBREBLn1WBLn1 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 - - HCM 6th TWSC Recent PM 7: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report recent pm.syn Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 8 19 20908000 Future Vol, veh/h 0 8 8 19 20908000 Conflicting Peds, #/hr 0 00000000000 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 22222222222 Mvmt Flow 0 9 9 21 2 0 10 09000 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 27 30 1 35 26 5100900 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 - - Stage 1 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 ------- Stage 1 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 NBREBLn1WBLn1 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 - - 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 Approach Leg Any Movement Signalized D1 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 1 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) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 1121 92 65 1807 67 102 10 64 225 8 57 Future Volume (veh/h) 41 1121 92 65 1807 67 102 10 64 225 8 57 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 47 1289 60 75 2077 31 117 11 7 259 9 6 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, %252242222222 Cap, veh/h 160 2253 1029 319 2289 1037 158 50 32 347 112 87 Arrive On Green 0.04 0.65 0.65 0.04 0.65 0.65 0.09 0.05 0.05 0.10 0.06 0.06 Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1111 707 3317 1945 1522 Grp Volume(v), veh/h 47 1289 60 75 2077 31 117 0 18 259 9 6 Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1818 1659 1945 1522 Q Serve(g_s), s 0.9 22.8 1.5 1.5 55.6 0.8 7.3 0.0 1.1 8.3 0.5 0.4 Cycle Q Clear(g_c), s 0.9 22.8 1.5 1.5 55.6 0.8 7.3 0.0 1.1 8.3 0.5 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 1.00 Lane Grp Cap(c), veh/h 160 2253 1029 319 2289 1037 158 0 82 347 112 87 V/C Ratio(X) 0.29 0.57 0.06 0.24 0.91 0.03 0.74 0.00 0.22 0.75 0.08 0.07 Avail Cap(c_a), veh/h 191 2253 1029 341 2289 1037 202 0 83 392 112 87 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 1.00 Uniform Delay (d), s/veh 23.7 10.8 7.0 8.4 16.2 6.7 48.7 0.0 50.7 47.8 49.1 49.1 Incr Delay (d2), s/veh 1.0 1.1 0.1 0.4 6.7 0.1 10.3 0.0 4.8 6.7 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 7.2 0.4 0.5 18.9 0.2 3.6 0.0 0.6 3.8 0.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.7 11.8 7.1 8.7 22.8 6.8 58.9 0.0 55.5 54.6 50.2 50.2 LnGrp LOS C B A A C AEAEDDD Approach Vol, veh/h 1396 2183 135 274 Approach Delay, s/veh 12.1 22.1 58.5 54.3 Approach LOS B C E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.1 11.3 8.6 76.9 14.5 10.0 8.0 77.5 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 4.0 5.0 67.5 12.0 4.0 5.0 67.5 Max Q Clear Time (g_c+I1), s 9.3 2.5 3.5 24.8 10.3 3.1 2.9 57.6 Green Ext Time (p_c), s 0.1 0.0 0.0 6.3 0.2 0.0 0.0 6.7 Intersection Summary HCM 6th Ctrl Delay 22.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Short Bkgrd AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb am.syn Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL 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 10 10 74 16 10 10 74 Maximum Split (%) 14.5% 9.1% 9.1% 67.3% 14.5% 9.1% 9.1% 67.3% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 32.5 42.5 6.5 22.5 32.5 42.5 End Time (s) 22.5 32.5 42.5 6.5 22.5 32.5 42.5 6.5 Yield/Force Off (s) 18.5 26.5 37.5 0 18.5 26.5 37.5 0 Yield/Force Off 170(s) 18.5 26.5 37.5 84 18.5 26.5 37.5 90 Local Start Time (s) 6.5 22.5 32.5 42.5 6.5 22.5 32.5 42.5 Local Yield (s) 18.5 26.5 37.5 0 18.5 26.5 37.5 0 Local Yield 170(s) 18.5 26.5 37.5 84 18.5 26.5 37.5 90 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow Splits and Phases: 152: Greenfields & Mulberry (State 14) Queues Short Bkgrd AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 47 1289 106 75 2077 77 117 85 259 9 66 v/c Ratio 0.28 0.57 0.10 0.26 0.91 0.07 0.66 0.54 0.75 0.08 0.35 Control Delay 8.8 12.4 1.4 6.5 24.7 0.6 65.2 28.3 61.6 52.1 5.3 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 8.8 12.4 1.4 6.5 24.7 0.6 65.2 28.3 61.6 52.1 5.3 Queue Length 50th (ft) 8 267 0 13 671 0 80 8 92 6 0 Queue Length 95th (ft) 17 312 15 25 #778 5 #148 55 #134 22 0 Internal Link Dist (ft) 910 1016 960 378 Turn Bay Length (ft) 300 200 300 250 160 300 300 Base Capacity (vph) 168 2273 1064 294 2295 1086 181 158 351 110 189 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.28 0.57 0.10 0.26 0.91 0.07 0.65 0.54 0.74 0.08 0.35 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Short Bkgrd PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 2063 76 68 1486 209 120 13 43 193 14 52 Future Volume (veh/h) 75 2063 76 68 1486 209 120 13 43 193 14 52 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 79 2172 41 72 1564 141 126 14 5 203 15 6 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, %252242222222 Cap, veh/h 249 2350 1073 153 2367 1072 165 70 25 288 81 63 Arrive On Green 0.04 0.68 0.68 0.04 0.68 0.68 0.10 0.05 0.05 0.09 0.04 0.04 Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1368 489 3317 1945 1522 Grp Volume(v), veh/h 79 2172 41 72 1564 141 126 0 19 203 15 6 Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1857 1659 1945 1522 Q Serve(g_s), s 1.6 64.8 1.0 1.4 31.4 3.8 8.6 0.0 1.2 7.1 0.9 0.5 Cycle Q Clear(g_c), s 1.6 64.8 1.0 1.4 31.4 3.8 8.6 0.0 1.2 7.1 0.9 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 249 2350 1073 153 2367 1072 165 0 95 288 81 63 V/C Ratio(X) 0.32 0.92 0.04 0.47 0.66 0.13 0.76 0.00 0.20 0.70 0.19 0.09 Avail Cap(c_a), veh/h 283 2350 1073 173 2367 1072 214 0 108 415 113 89 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 1.00 Uniform Delay (d), s/veh 10.7 16.7 6.4 29.8 11.3 6.9 52.9 0.0 54.6 53.3 55.5 55.3 Incr Delay (d2), s/veh 0.7 7.6 0.1 2.2 1.5 0.3 11.4 0.0 3.7 3.1 3.9 2.3 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/ln 0.6 22.0 0.3 1.4 10.1 1.1 4.3 0.0 0.7 3.1 0.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.4 24.3 6.5 32.0 12.8 7.1 64.3 0.0 58.3 56.4 59.5 57.6 LnGrp LOS B C A C BAEAEEEE Approach Vol, veh/h 2292 1777 145 224 Approach Delay, s/veh 23.5 13.1 63.5 56.6 Approach LOS C B E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.6 10.0 8.6 86.8 13.4 11.1 8.7 86.7 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 14.0 6.0 5.0 73.5 14.0 6.0 6.0 72.5 Max Q Clear Time (g_c+I1), s 10.6 2.9 3.4 66.8 9.1 3.2 3.6 33.4 Green Ext Time (p_c), s 0.1 0.0 0.0 5.1 0.3 0.0 0.0 9.0 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Short Bkgrd PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb pm.syn Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL 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) 18 12 10 80 18 12 11 79 Maximum Split (%) 15.0% 10.0% 8.3% 66.7% 15.0% 10.0% 9.2% 65.8% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 24.5 36.5 46.5 6.5 24.5 36.5 47.5 End Time (s) 24.5 36.5 46.5 6.5 24.5 36.5 47.5 6.5 Yield/Force Off (s) 20.5 30.5 41.5 0 20.5 30.5 42.5 0 Yield/Force Off 170(s) 20.5 30.5 41.5 94 20.5 30.5 42.5 100 Local Start Time (s) 6.5 24.5 36.5 46.5 6.5 24.5 36.5 47.5 Local Yield (s) 20.5 30.5 41.5 0 20.5 30.5 42.5 0 Local Yield 170(s) 20.5 30.5 41.5 94 20.5 30.5 42.5 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow Splits and Phases: 152: Greenfields & Mulberry (State 14) Queues Short Bkgrd PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 79 2172 80 72 1564 220 126 59 203 15 55 v/c Ratio 0.36 0.95 0.07 0.47 0.68 0.20 0.71 0.35 0.61 0.11 0.28 Control Delay 9.5 31.4 0.9 22.4 16.5 1.7 73.0 27.6 58.5 55.6 3.6 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 9.5 31.4 0.9 22.4 16.5 1.7 73.0 27.6 58.5 55.6 3.6 Queue Length 50th (ft) 16 ~937 0 15 421 0 94 10 77 11 0 Queue Length 95th (ft) 30 #1073 10 53 509 30 #174 54 117 34 0 Internal Link Dist (ft) 903 1016 960 378 Turn Bay Length (ft) 300 200 300 250 300 300 300 Base Capacity (vph) 222 2286 1067 154 2284 1117 191 167 371 136 194 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.36 0.95 0.07 0.47 0.68 0.20 0.66 0.35 0.55 0.11 0.28 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. HCM 6th Roundabout Short Bkgrd AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report sb am.syn Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 28 73 140 266 Demand Flow Rate, veh/h 28 74 143 271 Vehicles Circulating, veh/h 331 98 12 79 Vehicles Exiting, veh/h 19 57 347 93 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.9 3.4 3.5 4.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 28 74 143 271 Cap Entry Lane, veh/h 985 1249 1363 1273 Entry HV Adj Factor 0.992 0.983 0.980 0.980 Flow Entry, veh/h 28 73 140 266 Cap Entry, veh/h 976 1227 1336 1248 V/C Ratio 0.028 0.059 0.105 0.213 Control Delay, s/veh 3.9 3.4 3.5 4.7 LOS AAAA 95th %tile Queue, veh 0001 Lanes and Geometrics Short Bkgrd AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report sb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.923 0.958 Flt Protected 0.961 0.998 Satd. Flow (prot) 0 1719 0 0 1790 0 0 1781 0 0 1863 0 Flt Permitted 0.961 0.998 Satd. Flow (perm) 0 1719 0 0 1790 0 0 1781 0 0 1863 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th Roundabout Short Bkgrd PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb pm.syn Intersection Intersection Delay, s/veh 4.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 54 97 349 176 Demand Flow Rate, veh/h 55 99 356 180 Vehicles Circulating, veh/h 271 308 15 105 Vehicles Exiting, veh/h 14 63 311 302 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.0 4.5 5.0 4.2 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 55 99 356 180 Cap Entry Lane, veh/h 1047 1008 1359 1240 Entry HV Adj Factor 0.976 0.978 0.981 0.980 Flow Entry, veh/h 54 97 349 176 Cap Entry, veh/h 1022 986 1332 1215 V/C Ratio 0.053 0.098 0.262 0.145 Control Delay, s/veh 4.0 4.5 5.0 4.2 LOS AAAA 95th %tile Queue, veh 0011 Lanes and Geometrics Short Bkgrd PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.982 Flt Protected 0.956 0.999 Satd. Flow (prot) 0 1680 0 0 1781 0 0 1827 0 0 1863 0 Flt Permitted 0.956 0.999 Satd. Flow (perm) 0 1680 0 0 1781 0 0 1827 0 0 1863 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th TWSC Short Bkgrd AM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report sb am.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1254 1930 36 0 16 Future Vol, veh/h 0 1254 1930 36 0 16 Conflicting Peds, #/hr 0 00000 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 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 0 1475 2271 42 0 19 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1136 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver 0 - - - 0 350 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----350 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 15.9 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 350 HCM Lane V/C Ratio - - - 0.054 HCM Control Delay (s) - - - 15.9 HCM Lane LOS - - - C HCM 95th %tile Q(veh) - - - 0.2 HCM 6th TWSC Short Bkgrd PM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report sb pm.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 2214 1641 17 0 27 Future Vol, veh/h 0 2214 1641 17 0 27 Conflicting Peds, #/hr 0 00000 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 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 0 2381 1765 18 0 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 883 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver 0 - - - 0 454 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----454 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 13.5 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 454 HCM Lane V/C Ratio - - - 0.064 HCM Control Delay (s) - - - 13.5 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.2 HCM 6th TWSC Short Bkgrd AM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/11/2023 Synchro 11 Light Report sb am.syn Intersection Int Delay, s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 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 00000000000 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 22222222222 Mvmt Flow 0 2 5 14 5 0 26 0 16 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 64 69 1 65 61 81001600 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 - - Stage 1 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 NBREBLn1WBLn1 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 - - HCM 6th TWSC Short Bkgrd PM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report sb pm.syn Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 8 19 20908000 Future Vol, veh/h 0 8 8 19 20908000 Conflicting Peds, #/hr 0 00000000000 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 22222222222 Mvmt Flow 0 9 9 22 2 0 11 09000 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 29 32 1 37 28 5100900 Stage 1 1 1 - 27 27 ------- Stage 2 28 31 - 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 980 861 1084 968 865 1078 1622 - - 1611 - - Stage 1 1022 895 - 990 873 ------- Stage 2 989 869 - 1011 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 973 855 1084 947 859 1078 1622 - - 1611 - - Mov Cap-2 Maneuver 973 855 - 947 859 ------- Stage 1 1015 895 - 983 867 ------- Stage 2 979 863 - 992 895 ------- 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 NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 956 938 1611 - - HCM Lane V/C Ratio 0.007 - - 0.02 0.026 - - - 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 - - APPENDIX E HCM 6th Signalized Intersection Summary Long Bkgrd AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 1410 100 70 2370 255 110 15 70 400 10 160 Future Volume (veh/h) 170 1410 100 70 2370 255 110 15 70 400 10 160 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 179 1484 40 74 2495 168 116 16 11 421 11 22 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, %252242222222 Cap, veh/h 264 2979 947 109 2925 922 154 45 31 511 205 161 Arrive On Green 0.08 0.60 0.60 0.06 0.58 0.58 0.09 0.04 0.04 0.15 0.11 0.11 Sat Flow, veh/h 3456 4985 1584 1781 5025 1584 1710 1074 738 3317 1945 1522 Grp Volume(v), veh/h 179 1484 40 74 2495 168 116 0 27 421 11 22 Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1584 1710 0 1812 1659 1945 1522 Q Serve(g_s), s 6.1 20.5 1.3 4.9 49.4 6.0 7.9 0.0 1.7 14.8 0.6 1.6 Cycle Q Clear(g_c), s 6.1 20.5 1.3 4.9 49.4 6.0 7.9 0.0 1.7 14.8 0.6 1.6 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 264 2979 947 109 2925 922 154 0 75 511 205 161 V/C Ratio(X) 0.68 0.50 0.04 0.68 0.85 0.18 0.75 0.00 0.36 0.82 0.05 0.14 Avail Cap(c_a), veh/h 346 2979 947 148 2925 922 185 0 76 608 227 178 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 1.00 Uniform Delay (d), s/veh 54.0 13.8 10.0 55.2 20.8 11.7 53.3 0.0 55.9 49.2 48.3 48.7 Incr Delay (d2), s/veh 3.4 0.6 0.1 7.3 3.4 0.4 13.3 0.0 10.1 7.8 0.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 6.8 0.4 2.3 17.3 2.0 4.0 0.0 1.0 6.7 0.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.4 14.4 10.0 62.5 24.2 12.2 66.6 0.0 66.1 57.0 48.7 50.1 LnGrp LOS EBBECBEAEEDD Approach Vol, veh/h 1703 2737 143 454 Approach Delay, s/veh 18.8 24.5 66.5 56.5 Approach LOS B C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.8 17.7 11.3 77.2 21.5 10.0 13.2 75.4 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 13.0 9.0 64.5 21.0 4.0 11.0 62.5 Max Q Clear Time (g_c+I1), s 9.9 3.6 6.9 22.5 16.8 3.7 8.1 51.4 Green Ext Time (p_c), s 0.1 0.1 0.0 7.5 0.7 0.0 0.1 8.4 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Long Bkgrd AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb am.syn Phase Number 12345678 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 19 14 71 25 10 16 69 Maximum Split (%) 13.3% 15.8% 11.7% 59.2% 20.8% 8.3% 13.3% 57.5% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 41.5 55.5 6.5 31.5 41.5 57.5 End Time (s) 22.5 41.5 55.5 6.5 31.5 41.5 57.5 6.5 Yield/Force Off (s) 18.5 35.5 50.5 0 27.5 35.5 52.5 0 Yield/Force Off 170(s) 18.5 35.5 50.5 94 27.5 35.5 52.5 100 Local Start Time (s) 6.5 22.5 41.5 55.5 6.5 31.5 41.5 57.5 Local Yield (s) 18.5 35.5 50.5 0 27.5 35.5 52.5 0 Local Yield 170(s) 18.5 35.5 50.5 94 27.5 35.5 52.5 100 Intersection Summary Cycle Length 120 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) Queues Long Bkgrd AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 179 1484 105 74 2495 268 116 90 421 11 168 v/c Ratio 0.55 0.53 0.11 0.53 0.94 0.28 0.73 0.55 0.81 0.04 0.55 Control Delay 58.6 17.3 1.0 67.4 34.2 4.7 78.4 30.5 60.9 47.7 16.4 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 58.6 17.3 1.0 67.4 34.2 4.7 78.4 30.5 60.9 47.7 16.4 Queue Length 50th (ft) 69 261 0 56 642 23 88 12 161 8 7 Queue Length 95th (ft) 107 305 11 107 #734 66 #176 #77 219 26 77 Internal Link Dist (ft) 910 1016 960 378 Turn Bay Length (ft) 300 200 300 250 160 300 300 Base Capacity (vph) 343 2814 944 147 2667 942 166 164 545 257 305 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.52 0.53 0.11 0.50 0.94 0.28 0.70 0.55 0.77 0.04 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Bkgrd PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 335 2555 80 75 1735 560 130 15 50 475 15 370 Future Volume (veh/h) 335 2555 80 75 1735 560 130 15 50 475 15 370 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 342 2607 14 77 1770 281 133 15 5 485 15 200 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, %252242222222 Cap, veh/h 431 2673 849 112 2384 751 171 114 38 575 302 236 Arrive On Green 0.12 0.54 0.54 0.06 0.47 0.47 0.10 0.08 0.08 0.17 0.16 0.16 Sat Flow, veh/h 3456 4985 1584 1781 5025 1583 1710 1396 465 3317 1945 1522 Grp Volume(v), veh/h 342 2607 14 77 1770 281 133 0 20 485 15 200 Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1583 1710 0 1861 1659 1945 1522 Q Serve(g_s), s 11.5 61.0 0.5 5.1 34.3 13.6 9.1 0.0 1.2 17.0 0.8 15.3 Cycle Q Clear(g_c), s 11.5 61.0 0.5 5.1 34.3 13.6 9.1 0.0 1.2 17.0 0.8 15.3 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 2673 849 112 2384 751 171 0 152 575 302 236 V/C Ratio(X) 0.79 0.98 0.02 0.69 0.74 0.37 0.78 0.00 0.13 0.84 0.05 0.85 Avail Cap(c_a), veh/h 518 2673 849 119 2384 751 171 0 152 663 324 254 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 1.00 Uniform Delay (d), s/veh 51.0 27.1 13.0 55.1 25.6 20.1 52.7 0.0 51.1 48.0 43.1 49.3 Incr Delay (d2), s/veh 7.0 12.5 0.0 14.4 2.1 1.4 20.2 0.0 1.4 8.7 0.2 27.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 24.0 0.2 2.6 12.8 4.9 4.9 0.0 0.6 7.8 0.4 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.0 39.6 13.1 69.5 27.7 21.6 72.9 0.0 52.5 56.7 43.4 76.7 LnGrp LOS E D B E C C E A D E D E Approach Vol, veh/h 2963 2128 153 700 Approach Delay, s/veh 41.6 28.4 70.2 62.1 Approach LOS D C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 23.6 11.5 69.9 23.8 14.8 19.0 62.4 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 19.0 7.0 61.5 23.0 7.0 17.0 51.5 Max Q Clear Time (g_c+I1), s 11.1 17.3 7.1 63.0 19.0 3.2 13.5 36.3 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.8 0.0 0.4 8.0 Intersection Summary HCM 6th Ctrl Delay 40.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Long Bkgrd PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb pm.syn Phase Number 12345678 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 25 12 68 27 13 22 58 Maximum Split (%) 12.5% 20.8% 10.0% 56.7% 22.5% 10.8% 18.3% 48.3% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 46.5 58.5 6.5 33.5 46.5 68.5 End Time (s) 21.5 46.5 58.5 6.5 33.5 46.5 68.5 6.5 Yield/Force Off (s) 17.5 40.5 53.5 0 29.5 40.5 63.5 0 Yield/Force Off 170(s) 17.5 40.5 53.5 94 29.5 40.5 63.5 100 Local Start Time (s) 6.5 21.5 46.5 58.5 6.5 33.5 46.5 68.5 Local Yield (s) 17.5 40.5 53.5 0 29.5 40.5 63.5 0 Local Yield 170(s) 17.5 40.5 53.5 94 29.5 40.5 63.5 100 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) Queues Long Bkgrd PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 342 2607 82 77 1770 571 133 66 485 15 378 v/c Ratio 0.71 0.97 0.09 0.66 0.79 0.57 0.87 0.37 0.74 0.04 0.95 Control Delay 58.0 39.9 0.2 80.5 31.8 5.6 98.4 26.3 52.5 42.5 56.3 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 58.0 39.9 0.2 80.5 31.8 5.6 98.4 26.3 52.5 42.5 56.3 Queue Length 50th (ft) 130 ~744 0 59 429 24 103 11 186 10 142 Queue Length 95th (ft) 181 #869 1 #131 494 108 #220 57 #263 30 #338 Internal Link Dist (ft) 910 1016 960 378 Turn Bay Length (ft) 300 200 300 250 160 300 300 Base Capacity (vph) 514 2677 906 118 2238 995 153 178 655 351 401 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.67 0.97 0.09 0.65 0.79 0.57 0.87 0.37 0.74 0.04 0.94 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. HCM 6th Roundabout Long Bkgrd AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lb am.syn Intersection Intersection Delay, s/veh 6.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 32 90 463 542 Demand Flow Rate, veh/h 32 91 472 553 Vehicles Circulating, veh/h 607 439 27 80 Vehicles Exiting, veh/h 26 60 612 450 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.3 5.1 5.2 7.3 Approach LOS AAAA Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.919 0.081 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 32 91 434 38 553 Cap Entry Lane, veh/h 743 882 1386 1386 1272 Entry HV Adj Factor 0.993 0.986 0.981 0.974 0.981 Flow Entry, veh/h 32 90 426 37 542 Cap Entry, veh/h 738 869 1359 1349 1248 V/C Ratio 0.043 0.103 0.313 0.027 0.435 Control Delay, s/veh 5.3 5.1 5.4 2.9 7.3 LOS A A A A A 95th %tile Queue, veh 0 0 1 0 2 Lanes and Geometrics Long Bkgrd AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.976 0.850 0.999 Flt Protected 0.992 0.969 0.999 0.999 Satd. Flow (prot) 0 1722 0 0 1762 0 0 1861 1583 0 1859 0 Flt Permitted 0.992 0.969 0.999 0.999 Satd. Flow (perm) 0 1722 0 0 1762 0 0 1861 1583 0 1859 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th Roundabout Long Bkgrd PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lb pm.syn Intersection Intersection Delay, s/veh 11.5 Intersection LOS B Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 58 121 958 810 Demand Flow Rate, veh/h 59 124 977 826 Vehicles Circulating, veh/h 907 939 42 108 Vehicles Exiting, veh/h 27 80 924 955 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.1 10.3 11.3 12.1 Approach LOS ABBB Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.956 0.044 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 59 124 934 43 826 Cap Entry Lane, veh/h 547 530 1367 1367 1236 Entry HV Adj Factor 0.978 0.974 0.981 0.977 0.981 Flow Entry, veh/h 58 121 916 42 810 Cap Entry, veh/h 535 516 1340 1335 1212 V/C Ratio 0.108 0.234 0.683 0.031 0.668 Control Delay, s/veh 8.1 10.3 11.7 2.9 12.1 LOS A B B A B 95th %tile Queue, veh 0 1 6 0 5 Lanes and Geometrics Long Bkgrd PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.914 0.971 0.850 0.999 Flt Protected 0.996 0.966 0.999 0.999 Satd. Flow (prot) 0 1696 0 0 1747 0 0 1861 1583 0 1859 0 Flt Permitted 0.996 0.966 0.999 0.999 Satd. Flow (perm) 0 1696 0 0 1747 0 0 1861 1583 0 1859 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th TWSC Long Bkgrd AM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lb am.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1680 2600 40 0 20 Future Vol, veh/h 0 1680 2600 40 0 20 Conflicting Peds, #/hr 0 00000 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 1768 2737 42 0 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1369 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver 0 - - - 0 254 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----254 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 20.5 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 254 HCM Lane V/C Ratio - - - 0.083 HCM Control Delay (s) - - - 20.5 HCM Lane LOS - - - C HCM 95th %tile Q(veh) - - - 0.3 HCM 6th TWSC Long Bkgrd PM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lb pm.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 2970 2215 20 0 30 Future Vol, veh/h 0 2970 2215 20 0 30 Conflicting Peds, #/hr 0 00000 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 3126 2332 21 0 32 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1166 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver 0 - - - 0 311 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----311 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 17.9 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 311 HCM Lane V/C Ratio - - - 0.102 HCM Control Delay (s) - - - 17.9 HCM Lane LOS - - - C HCM 95th %tile Q(veh) - - - 0.3 HCM 6th TWSC Long Bkgrd AM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb am.syn Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 5 15 5 0 25 0 15 0 0 0 Future Vol, veh/h 0 5 5 15 5 0 25 0 15 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 5 5 16 5 0 26 0 16 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 64 69 1 66 61 81001600 Stage 1 1 1 - 60 60 ------- Stage 2 63 68 - 6 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 927 830 1074 1622 - - 1602 - - Stage 1 1022 895 - 951 845 ------- Stage 2 948 838 - 1016 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 914 809 1084 907 817 1074 1622 - - 1602 - - Mov Cap-2 Maneuver 914 809 - 907 817 ------- Stage 1 1006 895 - 936 831 ------- Stage 2 927 825 - 1005 895 ------- Approach EB WB NB SB HCM Control Delay, s 8.9 9.2 4.5 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 927 883 1602 - - HCM Lane V/C Ratio 0.016 - - 0.011 0.024 - - - HCM Control Delay (s) 7.3 0 - 8.9 9.2 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - - HCM 6th TWSC Long Bkgrd PM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lb pm.syn Intersection Int Delay, s/veh 7.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 10 20 5 0 10 0 10 0 0 0 Future Vol, veh/h 0 10 10 20 5 0 10 0 10 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 11 11 21 5 0 11 0 11 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 31 34 1 40 29 61001100 Stage 1 1 1 - 28 28 ------- Stage 2 30 33 - 12 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 977 859 1084 964 864 1077 1622 - - 1608 - - Stage 1 1022 895 - 989 872 ------- Stage 2 987 868 - 1009 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 967 853 1084 941 858 1077 1622 - - 1608 - - Mov Cap-2 Maneuver 967 853 - 941 858 ------- Stage 1 1015 895 - 982 866 ------- Stage 2 974 862 - 987 895 ------- Approach EB WB NB SB HCM Control Delay, s 8.9 9 3.6 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 955 923 1608 - - HCM Lane V/C Ratio 0.006 - - 0.022 0.029 - - - HCM Control Delay (s) 7.2 0 - 8.9 9 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - APPENDIX F HCM 6th Signalized Intersection Summary Short Total AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 1071 92 65 1854 67 104 13 64 318 13 57 Future Volume (veh/h) 129 1071 92 65 1854 67 104 13 64 318 13 57 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 148 1231 62 75 2131 30 120 15 7 366 15 6 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, %252242222222 Cap, veh/h 184 2251 1027 324 2172 983 158 52 24 415 145 113 Arrive On Green 0.07 0.65 0.65 0.04 0.62 0.62 0.09 0.04 0.04 0.13 0.07 0.07 Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1254 585 3317 1945 1522 Grp Volume(v), veh/h 148 1231 62 75 2131 30 120 0 22 366 15 6 Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1840 1659 1945 1522 Q Serve(g_s), s 5.3 23.2 1.7 1.8 70.9 0.9 8.2 0.0 1.4 13.0 0.9 0.4 Cycle Q Clear(g_c), s 5.3 23.2 1.7 1.8 70.9 0.9 8.2 0.0 1.4 13.0 0.9 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.32 1.00 1.00 Lane Grp Cap(c), veh/h 184 2251 1027 324 2172 983 158 0 76 415 145 113 V/C Ratio(X) 0.80 0.55 0.06 0.23 0.98 0.03 0.76 0.00 0.29 0.88 0.10 0.05 Avail Cap(c_a), veh/h 184 2251 1027 343 2172 983 171 0 77 415 145 113 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 1.00 Uniform Delay (d), s/veh 37.5 11.5 7.7 9.2 22.1 8.8 53.2 0.0 55.8 51.6 51.8 51.6 Incr Delay (d2), s/veh 22.1 1.0 0.1 0.4 15.4 0.1 16.8 0.0 7.3 19.5 1.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 7.7 0.5 0.6 28.2 0.3 4.3 0.0 0.8 6.6 0.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.6 12.4 7.8 9.6 37.4 8.8 70.0 0.0 63.1 71.1 52.9 52.3 LnGrp LOS EBAADAEAEEDD Approach Vol, veh/h 1441 2236 142 387 Approach Delay, s/veh 17.1 36.1 68.9 70.1 Approach LOS B D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.1 13.9 8.7 83.3 18.0 10.0 12.0 80.0 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 11.0 7.0 5.0 75.5 14.0 4.0 7.0 73.5 Max Q Clear Time (g_c+I1), s 10.2 2.9 3.8 25.2 15.0 3.4 7.3 72.9 Green Ext Time (p_c), s 0.0 0.0 0.0 6.0 0.0 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 33.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Short Total AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL 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 13 10 82 18 10 12 80 Maximum Split (%) 12.5% 10.8% 8.3% 68.3% 15.0% 8.3% 10.0% 66.7% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 34.5 44.5 6.5 24.5 34.5 46.5 End Time (s) 21.5 34.5 44.5 6.5 24.5 34.5 46.5 6.5 Yield/Force Off (s) 17.5 28.5 39.5 0 20.5 28.5 41.5 0 Yield/Force Off 170(s) 17.5 28.5 39.5 94 20.5 28.5 41.5 100 Local Start Time (s) 6.5 21.5 34.5 44.5 6.5 24.5 34.5 46.5 Local Yield (s) 17.5 28.5 39.5 0 20.5 28.5 41.5 0 Local Yield 170(s) 17.5 28.5 39.5 94 20.5 28.5 41.5 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow Splits and Phases: 152: Greenfields & Mulberry (State 14) Queues Short Total AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 148 1231 106 75 2131 77 120 89 366 15 66 v/c Ratio 0.82 0.55 0.10 0.25 0.99 0.08 0.65 0.61 0.99 0.10 0.33 Control Delay 58.0 12.7 1.7 6.8 39.9 0.8 68.6 34.8 96.1 54.5 5.8 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 58.0 12.7 1.7 6.8 39.9 0.8 68.6 34.8 96.1 54.5 5.8 Queue Length 50th (ft) 62 263 0 14 797 0 92 11 147 11 0 Queue Length 95th (ft) #164 303 17 26 #965 8 #184 #65 #234 33 5 Internal Link Dist (ft) 910 1016 960 378 Turn Bay Length (ft) 300 200 300 250 160 300 300 Base Capacity (vph) 181 2248 1051 298 2154 1024 186 147 371 145 200 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.82 0.55 0.10 0.25 0.99 0.08 0.65 0.61 0.99 0.10 0.33 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Short Total PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 2020 76 68 1532 209 122 15 43 279 18 52 Future Volume (veh/h) 154 2020 76 68 1532 209 122 15 43 279 18 52 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 162 2126 40 72 1613 135 128 16 5 294 19 6 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, %252242222222 Cap, veh/h 251 2288 1045 151 2249 1018 167 59 18 380 113 88 Arrive On Green 0.06 0.66 0.66 0.04 0.64 0.64 0.10 0.04 0.04 0.11 0.06 0.06 Sat Flow, veh/h 1781 3469 1584 1781 3497 1584 1710 1421 444 3317 1945 1522 Grp Volume(v), veh/h 162 2126 40 72 1613 135 128 0 21 294 19 6 Grp Sat Flow(s),veh/h/ln 1781 1735 1584 1781 1749 1584 1710 0 1865 1659 1945 1522 Q Serve(g_s), s 3.6 64.7 1.1 1.6 36.7 4.0 8.8 0.0 1.3 10.3 1.1 0.4 Cycle Q Clear(g_c), s 3.6 64.7 1.1 1.6 36.7 4.0 8.8 0.0 1.3 10.3 1.1 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 1.00 Lane Grp Cap(c), veh/h 251 2288 1045 151 2249 1018 167 0 78 380 113 88 V/C Ratio(X) 0.65 0.93 0.04 0.48 0.72 0.13 0.76 0.00 0.27 0.77 0.17 0.07 Avail Cap(c_a), veh/h 257 2288 1045 171 2249 1018 242 0 109 470 113 89 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 1.00 Uniform Delay (d), s/veh 19.2 18.0 7.1 28.9 14.2 8.4 52.8 0.0 55.7 51.6 53.8 53.4 Incr Delay (d2), s/veh 5.3 8.2 0.1 2.3 2.0 0.3 8.4 0.0 6.6 6.3 2.5 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 22.8 0.3 1.4 12.5 1.2 4.2 0.0 0.8 4.7 0.6 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 26.2 7.2 31.3 16.2 8.6 61.2 0.0 62.4 58.0 56.3 54.6 LnGrp LOS C C A C BAEAEEED Approach Vol, veh/h 2328 1820 149 319 Approach Delay, s/veh 25.7 16.2 61.4 57.8 Approach LOS C B E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.8 12.0 8.6 84.6 16.7 10.0 10.6 82.7 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 16.0 6.0 5.0 71.5 16.0 6.0 6.0 70.5 Max Q Clear Time (g_c+I1), s 10.8 3.1 3.6 66.7 12.3 3.3 5.6 38.7 Green Ext Time (p_c), s 0.1 0.0 0.0 3.8 0.4 0.0 0.0 9.1 Intersection Summary HCM 6th Ctrl Delay 25.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Short Total PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL 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) 20 12 10 78 20 12 11 77 Maximum Split (%) 16.7% 10.0% 8.3% 65.0% 16.7% 10.0% 9.2% 64.2% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 26.5 38.5 48.5 6.5 26.5 38.5 49.5 End Time (s) 26.5 38.5 48.5 6.5 26.5 38.5 49.5 6.5 Yield/Force Off (s) 22.5 32.5 43.5 0 22.5 32.5 44.5 0 Yield/Force Off 170(s) 22.5 32.5 43.5 94 22.5 32.5 44.5 100 Local Start Time (s) 6.5 26.5 38.5 48.5 6.5 26.5 38.5 49.5 Local Yield (s) 22.5 32.5 43.5 0 22.5 32.5 44.5 0 Local Yield 170(s) 22.5 32.5 43.5 94 22.5 32.5 44.5 100 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Yellow Splits and Phases: 152: Greenfields & Mulberry (State 14) Queues Short Total PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 162 2126 80 72 1613 220 128 61 294 19 55 v/c Ratio 0.81 0.96 0.08 0.47 0.75 0.21 0.65 0.38 0.74 0.13 0.27 Control Delay 48.5 33.4 1.0 21.7 20.0 2.1 65.3 29.1 61.7 55.7 3.3 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 48.5 33.4 1.0 21.7 20.0 2.1 65.3 29.1 61.7 55.7 3.3 Queue Length 50th (ft) 53 ~922 0 16 468 2 95 12 113 14 0 Queue Length 95th (ft) #178 #1058 11 52 566 34 161 56 161 40 0 Internal Link Dist (ft) 903 1016 960 378 Turn Bay Length (ft) 300 200 300 250 300 300 300 Base Capacity (vph) 200 2224 1041 154 2145 1059 217 162 421 146 201 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.81 0.96 0.08 0.47 0.75 0.21 0.59 0.38 0.70 0.13 0.27 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. HCM 6th Roundabout Short Total AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Intersection Intersection Delay, s/veh 5.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 177 80 246 278 Demand Flow Rate, veh/h 180 81 251 283 Vehicles Circulating, veh/h 319 221 33 199 Vehicles Exiting, veh/h 163 63 466 103 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.4 4.0 4.3 5.6 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 180 81 251 283 Cap Entry Lane, veh/h 997 1101 1334 1126 Entry HV Adj Factor 0.981 0.983 0.981 0.982 Flow Entry, veh/h 177 80 246 278 Cap Entry, veh/h 978 1082 1309 1106 V/C Ratio 0.181 0.074 0.188 0.251 Control Delay, s/veh 5.4 4.0 4.3 5.6 LOS AAAA 95th %tile Queue, veh 1011 Lanes and Geometrics Short Total AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.890 0.976 0.988 Flt Protected 0.996 0.964 0.977 Satd. Flow (prot) 0 1651 0 0 1796 0 0 1776 0 0 1840 0 Flt Permitted 0.996 0.964 0.977 Satd. Flow (perm) 0 1651 0 0 1796 0 0 1776 0 0 1840 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th Roundabout Short Total PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Intersection Intersection Delay, s/veh 5.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 190 103 444 191 Demand Flow Rate, veh/h 193 105 453 194 Vehicles Circulating, veh/h 266 425 41 215 Vehicles Exiting, veh/h 143 69 418 315 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.2 5.2 5.9 4.9 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 193 105 453 194 Cap Entry Lane, veh/h 1052 895 1323 1108 Entry HV Adj Factor 0.982 0.978 0.981 0.982 Flow Entry, veh/h 190 103 444 191 Cap Entry, veh/h 1033 875 1298 1089 V/C Ratio 0.183 0.117 0.342 0.175 Control Delay, s/veh 5.2 5.2 5.9 4.9 LOS AAAA 95th %tile Queue, veh 1021 Lanes and Geometrics Short Total PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.894 0.986 0.987 Flt Protected 0.995 0.959 0.988 Satd. Flow (prot) 0 1657 0 0 1786 0 0 1815 0 0 1839 0 Flt Permitted 0.995 0.959 0.988 Satd. Flow (perm) 0 1657 0 0 1786 0 0 1815 0 0 1839 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th TWSC Short Total AM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report st am.syn Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1292 1849 166 0 132 Future Vol, veh/h 0 1292 1849 166 0 132 Conflicting Peds, #/hr 0 00000 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 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 0 1520 2175 195 0 155 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1088 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver 0 - - - 0 368 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----368 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 21.7 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 368 HCM Lane V/C Ratio - - - 0.422 HCM Control Delay (s) - - - 21.7 HCM Lane LOS - - - C HCM 95th %tile Q(veh) - - - 2 HCM 6th TWSC Short Total PM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report st pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 2250 1610 96 0 92 Future Vol, veh/h 0 2250 1610 96 0 92 Conflicting Peds, #/hr 0 00000 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 93 93 93 93 93 93 Heavy Vehicles, % 2 22222 Mvmt Flow 0 2419 1731 103 0 99 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 866 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver 0 - - - 0 462 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----462 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 14.9 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 462 HCM Lane V/C Ratio - - - 0.214 HCM Control Delay (s) - - - 14.9 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.8 HCM 6th TWSC Short Total AM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Intersection Int Delay, s/veh 12.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 128 120 12 125 0 152 0 14 0 0 0 Future Vol, veh/h 0 128 120 12 125 0 152 0 14 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 22222222222 Mvmt Flow 0 151 141 14 147 0 179 0 16 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 441 375 1 513 367 81001600 Stage 1 1 1 - 366 366 ------- Stage 2 440 374 - 147 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 527 556 1084 472 562 1074 1622 - - 1602 - - Stage 1 1022 895 - 653 623 ------- Stage 2 596 618 - 856 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 374 494 1084 288 499 1074 1622 - - 1602 - - Mov Cap-2 Maneuver 374 494 - 288 499 ------- Stage 1 908 895 - 580 553 ------- Stage 2 389 549 - 619 895 ------- Approach EB WB NB SB HCM Control Delay, s 14.4 16.6 6.9 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 671 469 1602 - - HCM Lane V/C Ratio 0.11 - - 0.435 0.344 - - - HCM Control Delay (s) 7.5 0 - 14.4 16.6 0 - - HCM Lane LOS A A - B C A - - HCM 95th %tile Q(veh) 0.4 - - 2.2 1.5 0 - - HCM 6th TWSC Short Total PM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Intersection Int Delay, s/veh 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 124 73 19 110 0 88 08000 Future Vol, veh/h 0 124 73 19 110 0 88 08000 Conflicting Peds, #/hr 0 00000000000 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 22222222222 Mvmt Flow 0 146 86 22 129 0 104 09000 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 278 218 1 330 214 5100900 Stage 1 1 1 - 213 213 ------- Stage 2 277 217 - 117 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 674 680 1084 623 684 1078 1622 - - 1611 - - Stage 1 1022 895 - 789 726 ------- Stage 2 729 723 - 888 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 542 636 1084 450 640 1078 1622 - - 1611 - - Mov Cap-2 Maneuver 542 636 - 450 640 ------- Stage 1 956 895 - 738 679 ------- Stage 2 552 676 - 684 895 ------- Approach EB WB NB SB HCM Control Delay, s 11.9 13 6.8 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 751 603 1611 - - HCM Lane V/C Ratio 0.064 - - 0.309 0.252 - - - HCM Control Delay (s) 7.4 0 - 11.9 13 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0.2 - - 1.3 1 0 - - HCM 6th TWSC Short Total AM 11: N. Frontage Road & Site Access Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st am.syn Intersection Int Delay, s/veh 4.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 6 26 251 242 0 Future Vol, veh/h 0 6 26 251 242 0 Conflicting Peds, #/hr 0 00000 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 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 0 7 31 295 285 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 326 0 - 0 38 31 Stage 1 - - - - 31 - Stage 2 - - - - 7 - 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 1234 - - - 974 1043 Stage 1 - - - - 992 - Stage 2 - - - - 1016 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1234 - - - 974 1043 Mov Cap-2 Maneuver - - - - 974 - Stage 1 - - - - 992 - Stage 2 - - - - 1016 - Approach EB WB SB HCM Control Delay, s 0 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1234 - - - 974 HCM Lane V/C Ratio ----0.292 HCM Control Delay (s) 0 - - - 10.2 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 1.2 HCM 6th TWSC Short Total PM 11: N. Frontage Road & Site Access Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report st pm.syn Intersection Int Delay, s/veh 4.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 11 187 181 0 Future Vol, veh/h 0 16 11 187 181 0 Conflicting Peds, #/hr 0 00000 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 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 0 19 13 220 213 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 233 0 - 0 32 13 Stage 1 - - - - 13 - 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 1335 - - - 982 1067 Stage 1 - - - - 1010 - Stage 2 - - - - 1004 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1335 - - - 982 1067 Mov Cap-2 Maneuver - - - - 982 - Stage 1 - - - - 1010 - Stage 2 - - - - 1004 - Approach EB WB SB HCM Control Delay, s 0 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1335 - - - 982 HCM Lane V/C Ratio ----0.217 HCM Control Delay (s) 0 - - - 9.7 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.8 APPENDIX G HCM 6th Signalized Intersection Summary Long Total AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 260 1360 100 70 2415 255 115 20 70 495 15 160 Future Volume (veh/h) 260 1360 100 70 2415 255 115 20 70 495 15 160 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 274 1432 40 74 2542 168 121 21 11 521 16 25 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, %252242222222 Cap, veh/h 346 2852 906 109 2679 844 159 50 26 595 249 195 Arrive On Green 0.10 0.57 0.57 0.06 0.53 0.53 0.09 0.04 0.04 0.18 0.13 0.13 Sat Flow, veh/h 3456 4985 1584 1781 5025 1584 1710 1202 630 3317 1945 1522 Grp Volume(v), veh/h 274 1432 40 74 2542 168 121 0 32 521 16 25 Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1584 1710 0 1832 1659 1945 1522 Q Serve(g_s), s 9.3 20.7 1.3 4.9 57.3 6.6 8.3 0.0 2.0 18.3 0.9 1.7 Cycle Q Clear(g_c), s 9.3 20.7 1.3 4.9 57.3 6.6 8.3 0.0 2.0 18.3 0.9 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 346 2852 906 109 2679 844 159 0 76 595 249 195 V/C Ratio(X) 0.79 0.50 0.04 0.68 0.95 0.20 0.76 0.00 0.42 0.88 0.06 0.13 Avail Cap(c_a), veh/h 346 2852 906 148 2679 844 185 0 76 608 249 195 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 1.00 Uniform Delay (d), s/veh 52.8 15.4 11.3 55.2 26.5 14.6 53.1 0.0 56.1 47.9 46.0 46.4 Incr Delay (d2), s/veh 11.9 0.6 0.1 7.3 9.0 0.5 14.5 0.0 12.8 13.3 0.4 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 7.0 0.4 2.3 22.0 2.3 4.2 0.0 1.2 8.7 0.5 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.7 16.0 11.4 62.5 35.4 15.2 67.6 0.0 68.9 61.3 46.4 47.4 LnGrp LOS EBBEDBEAEEDD Approach Vol, veh/h 1746 2784 153 562 Approach Delay, s/veh 23.6 34.9 67.9 60.2 Approach LOS C C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.2 20.4 11.3 74.2 24.5 10.0 16.0 69.5 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 13.0 9.0 64.5 21.0 4.0 11.0 62.5 Max Q Clear Time (g_c+I1), s 10.3 3.7 6.9 22.7 20.3 4.0 11.3 59.3 Green Ext Time (p_c), s 0.0 0.1 0.0 7.1 0.2 0.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 34.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Long Total AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt am.syn Phase Number 12345678 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 19 14 71 25 10 16 69 Maximum Split (%) 13.3% 15.8% 11.7% 59.2% 20.8% 8.3% 13.3% 57.5% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 41.5 55.5 6.5 31.5 41.5 57.5 End Time (s) 22.5 41.5 55.5 6.5 31.5 41.5 57.5 6.5 Yield/Force Off (s) 18.5 35.5 50.5 0 27.5 35.5 52.5 0 Yield/Force Off 170(s) 18.5 35.5 50.5 94 27.5 35.5 52.5 100 Local Start Time (s) 6.5 22.5 41.5 55.5 6.5 31.5 41.5 57.5 Local Yield (s) 18.5 35.5 50.5 0 27.5 35.5 52.5 0 Local Yield 170(s) 18.5 35.5 50.5 94 27.5 35.5 52.5 100 Intersection Summary Cycle Length 120 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) Queues Long Total AM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 274 1432 105 74 2542 268 121 95 521 16 168 v/c Ratio 0.80 0.51 0.11 0.53 0.96 0.29 0.76 0.64 0.96 0.06 0.56 Control Delay 70.6 17.0 1.0 67.4 38.3 4.9 81.1 38.6 77.9 48.0 17.2 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 70.6 17.0 1.0 67.4 38.3 4.9 81.1 38.6 77.9 48.0 17.2 Queue Length 50th (ft) 108 249 0 56 666 24 92 16 208 11 9 Queue Length 95th (ft) #173 291 11 107 #812 68 #185 #88 #317 33 79 Internal Link Dist (ft) 910 1016 960 378 Turn Bay Length (ft) 300 200 300 250 160 300 300 Base Capacity (vph) 343 2814 944 147 2639 932 166 148 545 255 301 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.80 0.51 0.11 0.50 0.96 0.29 0.73 0.64 0.96 0.06 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Total PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 415 2510 80 75 1780 560 135 20 50 560 20 370 Future Volume (veh/h) 415 2510 80 75 1780 560 135 20 50 560 20 370 Initial Q (Qb), veh 000000000000 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/ln 1870 1826 1870 1870 1841 1870 1796 1945 1796 1796 1945 1796 Adj Flow Rate, veh/h 423 2561 14 77 1816 283 138 20 5 571 20 206 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, %252242222222 Cap, veh/h 502 2655 844 112 2262 713 171 96 24 646 309 241 Arrive On Green 0.15 0.53 0.53 0.06 0.45 0.45 0.10 0.06 0.06 0.19 0.16 0.16 Sat Flow, veh/h 3456 4985 1584 1781 5025 1583 1710 1502 376 3317 1945 1522 Grp Volume(v), veh/h 423 2561 14 77 1816 283 138 0 25 571 20 206 Grp Sat Flow(s),veh/h/ln 1728 1662 1584 1781 1675 1583 1710 0 1878 1659 1945 1522 Q Serve(g_s), s 14.3 59.2 0.5 5.1 37.3 14.4 9.5 0.0 1.5 20.1 1.0 15.8 Cycle Q Clear(g_c), s 14.3 59.2 0.5 5.1 37.3 14.4 9.5 0.0 1.5 20.1 1.0 15.8 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 502 2655 844 112 2262 713 171 0 120 646 309 241 V/C Ratio(X) 0.84 0.96 0.02 0.69 0.80 0.40 0.81 0.00 0.21 0.88 0.06 0.85 Avail Cap(c_a), veh/h 518 2655 844 119 2262 713 171 0 125 663 324 254 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 1.00 Uniform Delay (d), s/veh 49.9 26.9 13.2 55.1 28.4 22.1 52.9 0.0 53.3 47.0 42.9 49.1 Incr Delay (d2), s/veh 11.7 10.9 0.0 14.4 3.1 1.7 24.0 0.0 3.1 13.3 0.3 28.0 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/ln 6.7 23.0 0.2 2.6 14.2 5.3 5.2 0.0 0.8 9.5 0.5 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 37.9 13.3 69.5 31.5 23.7 76.9 0.0 56.3 60.3 43.2 77.1 LnGrp LOS E D B E C C EAEEDE Approach Vol, veh/h 2998 2176 163 797 Approach Delay, s/veh 41.1 31.9 73.8 64.2 Approach LOS D C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 24.0 11.5 69.4 26.4 12.7 21.4 59.5 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 19.0 7.0 61.5 23.0 7.0 17.0 51.5 Max Q Clear Time (g_c+I1), s 11.5 17.8 7.1 61.2 22.1 3.5 16.3 39.3 Green Ext Time (p_c), s 0.0 0.2 0.0 0.2 0.3 0.0 0.1 7.1 Intersection Summary HCM 6th Ctrl Delay 41.7 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Timing Report, Sorted By Phase Long Total PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt pm.syn Phase Number 12345678 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 25 12 68 27 13 22 58 Maximum Split (%) 12.5% 20.8% 10.0% 56.7% 22.5% 10.8% 18.3% 48.3% Minimum Split (s) 10 10 10 44.5 10 10 10 38.5 Yellow Time (s)33553355 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)36333633 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 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 46.5 58.5 6.5 33.5 46.5 68.5 End Time (s) 21.5 46.5 58.5 6.5 33.5 46.5 68.5 6.5 Yield/Force Off (s) 17.5 40.5 53.5 0 29.5 40.5 63.5 0 Yield/Force Off 170(s) 17.5 40.5 53.5 94 29.5 40.5 63.5 100 Local Start Time (s) 6.5 21.5 46.5 58.5 6.5 33.5 46.5 68.5 Local Yield (s) 17.5 40.5 53.5 0 29.5 40.5 63.5 0 Local Yield 170(s) 17.5 40.5 53.5 94 29.5 40.5 63.5 100 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) Queues Long Total PM 152: Greenfields & Mulberry (State 14) Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 423 2561 82 77 1816 571 138 71 571 20 378 v/c Ratio 0.84 0.96 0.09 0.66 0.83 0.58 0.90 0.41 0.87 0.06 0.95 Control Delay 65.2 37.4 0.2 80.5 33.7 6.0 104.5 28.8 60.6 42.7 57.5 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 65.2 37.4 0.2 80.5 33.7 6.0 104.5 28.8 60.6 42.7 57.5 Queue Length 50th (ft) 165 696 0 59 446 30 107 15 227 13 145 Queue Length 95th (ft) #240 #843 1 #131 513 119 #231 62 #340 36 #342 Internal Link Dist (ft) 910 1016 960 378 Turn Bay Length (ft) 300 200 300 250 160 300 300 Base Capacity (vph) 514 2672 904 118 2196 979 153 173 659 351 398 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.82 0.96 0.09 0.65 0.83 0.58 0.90 0.41 0.87 0.06 0.95 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Roundabout Long Total AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lt am.syn Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 169 95 564 553 Demand Flow Rate, veh/h 172 96 575 564 Vehicles Circulating, veh/h 596 558 48 193 Vehicles Exiting, veh/h 161 65 720 461 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.5 5.9 6.2 8.9 Approach LOS AAAA Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.934 0.066 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 172 96 537 38 564 Cap Entry Lane, veh/h 751 781 1359 1359 1133 Entry HV Adj Factor 0.981 0.985 0.981 0.974 0.980 Flow Entry, veh/h 169 95 527 37 553 Cap Entry, veh/h 737 770 1333 1324 1111 V/C Ratio 0.229 0.123 0.395 0.028 0.498 Control Delay, s/veh 7.5 5.9 6.4 2.9 8.9 LOS A A A A A 95th %tile Queue, veh 1 0 2 0 3 Lanes and Geometrics Long Total AM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lt am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.895 0.977 0.850 0.994 Flt Protected 0.994 0.970 0.990 0.999 Satd. Flow (prot) 0 1657 0 0 1765 0 0 1844 1583 0 1850 0 Flt Permitted 0.994 0.970 0.990 0.999 Satd. Flow (perm) 0 1657 0 0 1765 0 0 1844 1583 0 1850 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th Roundabout Long Total PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lt pm.syn Intersection Intersection Delay, s/veh 14.7 Intersection LOS B Approach EB WB NB SB Entry Lanes 1121 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 179 126 1047 821 Demand Flow Rate, veh/h 182 129 1068 837 Vehicles Circulating, veh/h 902 1046 63 209 Vehicles Exiting, veh/h 144 85 1021 966 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 11.6 12.0 14.3 16.2 Approach LOS B B B C Lane Left Left Left Right Left Designated Moves LTR LTR LT R LTR Assumed Moves LTR LTR LT R LTR RT Channelized Lane Util 1.000 1.000 0.960 0.040 1.000 Follow-Up Headway, s 2.609 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.976 4.544 4.544 4.976 Entry Flow, veh/h 182 129 1025 43 837 Cap Entry Lane, veh/h 550 475 1341 1341 1115 Entry HV Adj Factor 0.981 0.974 0.980 0.977 0.981 Flow Entry, veh/h 179 126 1005 42 821 Cap Entry, veh/h 540 463 1315 1310 1094 V/C Ratio 0.331 0.272 0.764 0.032 0.751 Control Delay, s/veh 11.6 12.0 14.8 3.0 16.2 LOS B B B A C 95th %tile Queue, veh 1 1 8 0 7 Lanes and Geometrics Long Total PM 1: Greenfields & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lt pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.897 0.972 0.850 0.997 Flt Protected 0.994 0.968 0.995 0.999 Satd. Flow (prot) 0 1661 0 0 1753 0 0 1853 1583 0 1855 0 Flt Permitted 0.994 0.968 0.995 0.999 Satd. Flow (perm) 0 1661 0 0 1753 0 0 1853 1583 0 1855 0 Link Speed (mph) 35 35 25 30 Link Distance (ft) 291 303 458 202 Travel Time (s) 5.7 5.9 12.5 4.6 Intersection Summary Area Type: Other HCM 6th TWSC Long Total AM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lt am.syn Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1720 2520 170 0 135 Future Vol, veh/h 0 1720 2520 170 0 135 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Yield Storage Length - - - 140 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 1811 2653 179 0 142 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1327 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver 0 - - - 0 265 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----265 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 33.3 HCM LOS D Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 265 HCM Lane V/C Ratio - - - 0.536 HCM Control Delay (s) - - - 33.3 HCM Lane LOS - - - D HCM 95th %tile Q(veh) - - - 2.9 HCM 6th TWSC Long Total PM 6: Mulberry (State 14) & RT Access Scenario 1 City of Fort Collins Signal Timing 12/19/2023 Synchro 11 Light Report lt pm.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 3005 2185 100 0 95 Future Vol, veh/h 0 3005 2185 100 0 95 Conflicting Peds, #/hr 0 00000 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 3163 2300 105 0 100 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1150 Stage 1 ------ Stage 2 ------ Critical Hdwy -----5.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.92 Pot Cap-1 Maneuver 0 - - - 0 316 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----316 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 21.6 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 316 HCM Lane V/C Ratio - - - 0.316 HCM Control Delay (s) - - - 21.6 HCM Lane LOS - - - C HCM 95th %tile Q(veh) - - - 1.3 HCM 6th TWSC Long Total AM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt am.syn Intersection Int Delay, s/veh 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 135 120 15 130 0 155 0 15 0 0 0 Future Vol, veh/h 0 135 120 15 130 0 155 0 15 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 142 126 16 137 0 163 0 16 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 404 343 1 469 335 81001600 Stage 1 1 1 - 334 334 ------- Stage 2 403 342 - 135 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 557 579 1084 505 585 1074 1622 - - 1602 - - Stage 1 1022 895 - 680 643 ------- Stage 2 624 638 - 868 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 412 520 1084 326 525 1074 1622 - - 1602 - - Mov Cap-2 Maneuver 412 520 - 326 525 ------- Stage 1 918 895 - 611 577 ------- Stage 2 427 573 - 645 895 ------- Approach EB WB NB SB HCM Control Delay, s 13.5 15.5 6.8 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 689 494 1602 - - HCM Lane V/C Ratio 0.101 - - 0.39 0.309 - - - HCM Control Delay (s) 7.5 0 - 13.5 15.5 0 - - HCM Lane LOS A A - B C A - - HCM 95th %tile Q(veh) 0.3 - - 1.9 1.3 0 - - HCM 6th TWSC Long Total PM 8: RT Access & N. Frontage Road Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt pm.syn Intersection Int Delay, s/veh 10.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 125 75 20 115 0 90 0 10 0 0 0 Future Vol, veh/h 0 125 75 20 115 0 90 0 10 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 132 79 21 121 0 95 0 11 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 257 202 1 303 197 61001100 Stage 1 1 1 - 196 196 ------- Stage 2 256 201 - 107 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 696 694 1084 649 699 1077 1622 - - 1608 - - Stage 1 1022 895 - 806 739 ------- Stage 2 749 735 - 898 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 571 653 1084 486 658 1077 1622 - - 1608 - - Mov Cap-2 Maneuver 571 653 - 486 658 ------- Stage 1 962 895 - 758 695 ------- Stage 2 582 692 - 710 895 ------- Approach EB WB NB SB HCM Control Delay, s 11.5 12.4 6.6 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 767 625 1608 - - HCM Lane V/C Ratio 0.058 - - 0.274 0.227 - - - HCM Control Delay (s) 7.4 0 - 11.5 12.4 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0.2 - - 1.1 0.9 0 - - HCM 6th TWSC Long Total AM 11: N. Frontage Road & Site Access Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt am.syn Intersection Int Delay, s/veh 4.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 10 30 255 245 0 Future Vol, veh/h 0 10 30 255 245 0 Conflicting Peds, #/hr 0 00000 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 11 32 268 258 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 300 0 - 0 43 32 Stage 1 - - - - 32 - Stage 2 - - - - 11 - 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 1261 - - - 968 1042 Stage 1 - - - - 991 - Stage 2 - - - - 1012 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1261 - - - 968 1042 Mov Cap-2 Maneuver - - - - 968 - Stage 1 - - - - 991 - Stage 2 - - - - 1012 - Approach EB WB SB HCM Control Delay, s 0 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1261 - - - 968 HCM Lane V/C Ratio ----0.266 HCM Control Delay (s) 0 - - - 10.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 1.1 HCM 6th TWSC Long Total PM 11: N. Frontage Road & Site Access Scenario 1 City of Fort Collins Signal Timing 12/12/2023 Synchro 11 Light Report lt pm.syn Intersection Int Delay, s/veh 4.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 20 15 190 180 0 Future Vol, veh/h 0 20 15 190 180 0 Conflicting Peds, #/hr 0 00000 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 21 16 200 189 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 216 0 - 0 37 16 Stage 1 - - - - 16 - Stage 2 - - - - 21 - 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 1354 - - - 975 1063 Stage 1 - - - - 1007 - Stage 2 - - - - 1002 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1354 - - - 975 1063 Mov Cap-2 Maneuver - - - - 975 - Stage 1 - - - - 1007 - Stage 2 - - - - 1002 - Approach EB WB SB HCM Control Delay, s 0 0 9.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1354 - - - 975 HCM Lane V/C Ratio ----0.194 HCM Control Delay (s) 0 - - - 9.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.7 APPENDIX H Mulberry S u m m it V i e w Gr e e n f i e l d s N. Frontage Rd. SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Pedestrian LOS Worksheet Project Location Classification: Description of Applicable Destination Area Within 1320’ Destination Area Classification Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Security Commercial uses west of the site Commercial Minimum B B C B B 1 Actual A E B B D Proposed A E B B D Residential area north of the site Residential Minimum B B C B B 2 Actual - - - - - Proposed D D B B B Commercial uses south and southeast of the site Commercial Minimum B B C B B 3 Actual A E E D D Proposed A E E D D Residential area south of the site Residential Minimum B B C B B 4 Actual A E E D D 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 10 Actual Proposed Mulberry S u m m it V i e w Gr e e n f i e l d s N. Frontage Rd. SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Bloom, Filing 1 TIS, December 2023 Bicycle LOS Worksheet Level of Service – Connectivity Minimum Actual Proposed Base Connectivity: Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification Commercial uses south and southeast of the site Commercial B E E 1 2 3 4 5 6 7 8