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Reports - Transportation Impact Study - 08/01/2025
GATEWAY AT PROSPECT TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO AUGUST 2025 Prepared for: Fort Collins/I-25 Interchange Corner, LLC P.O. Box 7388 Colorado Springs, CO 80933 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 Project #2549 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Streets ............................................................................................................................. 2 Existing Traffic ................................................................................................................. 2 Existing Operation ........................................................................................................... 6 Pederstrian Facilities ....................................................................................................... 6 Bicycle Facilities .............................................................................................................. 6 Transit Facilities .............................................................................................................. 6 III. PROPOSED DEVELOPMENT ................................................................................. 9 Trip Generation ............................................................................................................... 9 Trip Distribution ............................................................................................................... 9 Trip Assignment .............................................................................................................. 9 Background Traffic Projections ..................................................................................... 17 Total Traffic Forecasts ................................................................................................... 17 Signal Warrants ............................................................................................................. 17 Geometry ...................................................................................................................... 17 Operation Analysis ........................................................................................................ 24 Pedestrian Level of Service ........................................................................................... 29 Bicycle Level of Service ................................................................................................ 32 Transit Level of Service ................................................................................................. 32 IV. CONCLUSIONS .................................................................................................... 33 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 8 2. Trip Generation ....................................................................................................... 11 3. 95th Percentile Queuing Length Analysis ................................................................ 25 4. Short Range (2030) Background Peak Hour Operation ......................................... 26 5. Long Range (2045) Background Peak Hour Operation ........................................... 27 6. Short Range (2030) Total Peak Hour Operation ..................................................... 28 7. Long Range (2045) Total Peak Hour Operation ...................................................... 30 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry.................................................................................. 4 3. Recent (2022) Peak Hour Traffic ............................................................................... 5 4. Factored (2025) Peak Hour Traffic ............................................................................ 7 5. Site Plan .................................................................................................................. 10 6. Trip Distribution ....................................................................................................... 12 7. Phases 1-3 (2030) Site Generated Peak Hour Traffic Assignment ......................... 13 8. Phase 1 (2030) Pass-By Peak Hour Traffic ............................................................. 14 9. Full Development (2045) Site Generated Peak Hour Traffic Assignment ................ 15 10. Full Development (2045) Pass-By Peak Hour Traffic .............................................. 16 11. Short Range (2030) Background Peak Hour Traffic ................................................ 18 10. Long Range (2045) Background Peak Hour Traffic................................................. 19 11. Short Range (2030) Total Peak Hour Traffic ........................................................... 20 12. Long Range (2045) Total Peak Hour Traffic ............................................................ 21 13. Short Range (2030) Geometry ................................................................................ 22 14. Long Range (2045) Geometry ................................................................................. 23 APPENDICES A. Base Assumptions Form B. Peak Hour Traffic Counts C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor Vehicle LOS Standards (Intersections) D. Short Range (2030) Background Peak Hour Operation E. Long Range (2045) Background Peak Hour Operation F. Short Range (2030) Total Peak Hour Operation G. Long Range (2045) Total Peak Hour Operation H. Pedestrian/Bicycle Level of Service Worksheets DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 1 I. INTRODUCTION This transportation impact study (TIS) addresses the capacity, geometric, and control requirements for the proposed Gateway at Prospect development. The proposed Gateway at Prospect site is located in the northwest quadrant of the Interstate 25 (I-25)/Prospect interchange in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project planning consultant (TB Group), the project engineering consultant (EPS/Northern Engineering), Fort Collins Traffic Operations, and CDOT. The Transportation Impact Study Base Assumptions form and related documents are provided in Appendix A. This study generally conforms to the format set forth in the Fort Collins TIS Guidelines in the “Larimer County Urban Area Street Standards” (LCUASS). 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; - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation This first Submittal of the TIS is not signed and stamped. After review and comment of the TIS by CDOT and Fort Collins staff, a final signed/stamped TIS will be submitted. DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the Gateway at Prospect site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily commercial, residential, and open space (agricultural). There are commercial and industrial uses to the north, south, and west of the site. There are residential uses to the west of the site. The center of Fort Collins lies to the west of the proposed Gateway at Prospect site. Streets The primary streets near the Gateway at Prospect site are Prospect Road, Summit View Drive, and the SW Frontage Road. Figure 2 shows a schematic of the existing geometry at the key intersections. Prospect Road is to the south of (adjacent to) the Gateway at Prospect site. It is an east-west street designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section with an existing speed limit of 45 mph. At the Prospect/Summit View Drive intersection, Prospect Road has a eastbound and westbound left-turn lanes and one through lane in each direction. The Prospect/ Summit View intersection has signal control. At the Prospect/SW Frontage Road intersection, Prospect Road has eastbound and westbound left-turn lanes and one through lane in each direction. The Prospect/SW Frontage Road intersection has signal control. Summit View Drive is to the west of the Gateway at Prospect site. It is a north- south street designated as a collector street north of Prospect Road on the Fort Collins Master Street Plan. Currently, Summit View Drive has a two-lane cross section and an existing speed of 35 mph. At the Prospect/Summit View intersection, Summit View Drive has a southbound left-turn/through lane and a southbound right-turn lane. The SW Frontage Road is a north-south street designated as a collector street north of Prospect Road on the Fort Collins Master Street Plan. Currently, the SW Frontage Road has a two-lane cross section with an existing speed limit of 45 mph. At the Prospect/SW Frontage Road intersection, the SW Frontage Road has all northbound and southbound movements combined into single lanes. Existing Traffic Recent peak hour traffic volumes at the Prospect/Summit View-Hageman’s Access and Prospect/SW Frontage Road intersections are shown in Figure 3. The counts at the Prospect/Summit View-Hageman’s Access and Prospect/SW Frontage Road 25 Prospect Summit View SW Frontage Ro a d Ti m b e r l i n e Gateway at Prospect SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 4 Summit View Prospect SW F r o n t a g e Ro a d Ha g e m a n ' s Ac c e s s 300' Lane plus 365' Taper 65' Lane plus 260' Taper 65' Lane plus 200' Transition 420' Lane plus 160' Taper - Denotes Lane RECENT (2022) PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 5 AM/PM Summit View 0/ 0 0/ 0 0/ 0 46/75 715/1214 10/9 25/53 1254/907 5/2 32/175/0 93/68 Prospect SW F r o n t a g e Ro a d 10 / 7 1/ 0 7/ 1 3 43 / 7 1 0/ 1 9/ 2 3 32/27 706/1196 3/2 28/18 1230/866 12/12 Ha g e m a n ' s Ac c e s s DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 6 intersection were obtained in October 2022. Raw traffic count data is provided in Appendix B. The counts were factored by two percent per year to the year 2025. The factored (2025) peak hour traffic is shown in Figure 4. Existing Operation The Prospect/Summit View-Hageman’s Access and Prospect/SW Frontage Road intersections were evaluated and the peak hour operation is displayed in Table 1. Calculation forms are provided in Appendix C. The key intersections are currently operating acceptably with existing control, geometry, and signal timing in the morning and afternoon peak hours. The calculated delay is shown at level of service E and F in this MTIS. The intersections were evaluated using techniques provided in the Highway Capacity Manual, 7th Edition. A description of level of service for signalized and unsignalized intersections from the Highway Capacity Manual, 7th Edition and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. Acceptable operation at signalized intersections during the peak hours is defined as level of service D or better for the overall intersection, and level of service E or better for any 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. At roundabout intersections, acceptable operation is considered to be at level of service E for any approach leg and level of service E overall. It is important to note that, at the Prospect/Summit View-Hageman’s Access intersection, a westbound right-turn lane is warranted with the existing afternoon peak hour volume. Pedestrian Facilities There are no sidewalks along Prospect Road, Summit View Drive, and the SW Frontage Road. There is a trail along Prospect Road, west of Summit View Drive. Bicycle Facilities There are bicycle lanes along Prospect Road and Summit View Drive within the study area. Transit Facilities Currently, this area of Fort Collins is not served by Transfort transit service. FACTORED (2025) PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 7 AM/PM Summit View 0/ 0 0/ 0 0/ 0 49/80 759/1288 11/10 27/56 1330/963 5/2 34/185/0 99/72 Prospect SW F r o n t a g e Ro a d 11 / 7 1/ 0 7/ 1 4 46 / 7 5 0/ 1 10 / 2 4 34/29 749/1269 3/2 30/19 1305/919 13/13 Ha g e m a n ' s Ac c e s s DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 8 TABLE 1 Current Peak Hour Operation Intersection Movement LOS Delay (secs.) v/c Ratio LOS Delay (secs.) v/c Ratio Prospect/Summit View (signal) WB T/RT A 2.5 0.89 A 1.6 0.69 WB APPROACH A 2.5 A 1.6 NB LT/T/RT A 0.0 0.00 A 0.0 0.00 SB LT/T E 57.2 0.32 E 58.2 0.20 Prospect/SW Frontage Road (signal) WB LT A 5.2 0.03 A 2.4 0.03 WB T/RT A 8.6 0.91 A 2.4 0.69 WB APPROACH A 8.6 A 2.4 NB LT/T/RT E 56.3 0.17 D 51.6 0.13 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 9 III. PROPOSED DEVELOPMENT The proposed Gateway at Prospect development will include residential, retail, convenience store/gas, hotel, and business park uses. Figure 5 shows a conceptual site plan of the Gateway at Prospect site. The site will be built in phases. Phases 1-3 will include the residential portions of the site and the C-store/Gas Station in the northeast quadrant of the Prospect/SW Frontage Road intersection. The short range analysis (Year 2030) includes development of Phases 1-3 of the Gateway at Prospect 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 and includes full development of the Gateway at Prospect site. The various site accesses are labelled on Figure 5. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 11th Edition, ITE was used to estimate the trips that would be generated by the proposed/expected uses at the Gateway at Prospect site. A trip is defined as a one-way vehicle movement from origin to destination. Table 2 shows the expected trip generation for the Gateway at Prospect site on a daily and peak hour basis. Phases 1-3 trip generation of the site resulted in 10,294 daily trip ends, 627 morning peak hour trip ends, and 766 afternoon peak hour trip ends. The trip generation for full development of the Gateway at Prospect site resulted in 17,074 daily trip ends, 901 morning peak hour trip ends, and 1,341 afternoon peak hour trip ends. Passby rates for the C-store/Gas and Shopping Center land uses are based on information contained in the Trip Generation Handbook 3rd Edition, ITE. A 10% internal trip reduction between the residential and commercial uses was applied at full development. Trip Distribution Trip distribution for the Gateway at Prospect site was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in Fort Collins, and engineering judgment. Figure 6 shows the trip distribution for the short range (2030) and long range (2045) analysis futures. The trip distribution was agreed to by City of Fort Collins staff in the scoping discussions. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 7 shows the short range (2030) Phases 1-3 (2030) site generated peak hour traffic assignment. The Phase 1 (2030) pass-by peak hour traffic is shown in Figure 8. Figure 9 shows the full development (2045) site generated peak hour traffic assignment. The full development (2045) pass-by peak hour traffic is shown in Figure 10. SITE PLAN Figure 5 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 10 SCALE: 1"=500' Prospect Road SW Frontage Road Ac c e s s A Access B Acc e s s D Access E Access F Access C Ac c e s s G Access H DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 11 TABLE 2 Trip Generation Code Use Size Rate Trips Rate In Rate Out Rate In Rate Out Short Range (2030) Phase I 945 Convenience Store/Gas fueling 265.12 4242 8.03 128 8.03 129 9.21 148 9.21 149 220 Multi-Family (Low- Rise Townhome) 276 DU EQ 1862 EQ 26 EQ 84 EQ 89 EQ 52 210 33 DU 9.43 312 0.18 6 0.52 17 0.59 19 0.35 12 215 122 DU 7.20 878 0.12 15 0.36 44 0.34 42 0.23 28 220 Multi-Family (Low- Rise Townhome) 445 DU 6.74 3000 0.10 45 0.30 133 0.32 142 0.19 85 Phase 1 Total 10,294 220 407 440 326 Phase 1 Pass-by 2,496 80 80 83 83 820 Retail 25.5 KSF 37.01 944 0.52 13 0.32 8 1.63 42 1.77 45 820 Retail 37.01 4626 0.52 65 0.32 40 1.63 204 1.77 221 310 Hotel 7.94 800 0.26 26 0.20 20 0.30 30 0.29 29 770 12.44 1492 1.15 138 0.20 24 0.32 38 0.90 108 770 10.5 KSF 12.44 130 1.15 12 0.20 2 0.32 3 0.90 10 Phase 2 Total 7,992 254 94 317 413 Phase 2 Pass-by 1,712 11 11 87 87 Full Development Total 18,286 474 501 757 678 residential applied to retail/business 1,212 37 37 47 47 Full Development Pass-by 4,208 91 91 170 170 25 Prospect Summit View SW F ronta ge R oad Mulberry 40% 25% 40% 30 % 30 % 25 % 5% 5% 5% 10 % 25 % 15 % 10 % 10 % 10 % Residential Retail/Commercial* Employment Legend: 5% 5% 5% * Assigned (Pass-by calculated & applied to Prospect Road) SCALE: 1"=1000' TRIP DISTRIBUTION Figure 6 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 12 PHASES 1-3 (2030) SITE GENERATED PEAK HOUR TRAFFIC ASSIGNMENT Figure 7 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 13 AM/PM SW Frontage Road Prospect Access E 23/15130/83 Su mmit View 55/156 26/17 145/101 9/26 64/182 Ac c e s s A SW F r o n t a g e Ro a d 64/182 Ha g e m a n ' s Ac c e s s 12 6 / 7 9 45 / 3 9 12 9 / 1 0 4 22/30 72/232 5/78/25 27/36 Access C 17 4 / 1 4 3 72 / 2 3 2 43 / 5 8 5/6 12/35 45/39 22/30 Access F 51/108 12/35 PHASE 1 (2030) PASS-BY PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 14 AM/PM SW Frontage Road Prospect Access E Su mmit View -51/-48 Ac c e s s A SW F r o n t a g e Ro a d 51/48 Ha g e m a n ' s Ac c e s s 29 / 3 5 51 / 4 8 40/41 40/41 Access C 80 / 8 3 80 / 8 3 40/42 Access F 29/35 -29/-35 FULL DEVELOPMENT (2045) SITE GENERATED PEAK HOUR TRAFFIC ASSIGNMENT Figure 9 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 15 SW Frontage Road Ac c e s s H Summit View 13 2 / 2 0 5 28 / 3 0 15 9 / 1 9 0 18/35 10 / 3 4 67 / 1 4 0 45 / 1 2 6 10 5 / 1 1 4 Access A Pr o s p e c t SW Frontage Road 10 5 / 1 1 4 16 6 / 2 2 7 10 / 3 4 1/3 1/3 0/0 1/5 54/135 0/04/112/9 3/ 2 0 31 / 5 2 Ac c e s s B A c c e s s C Access DAccess E Access F 24/24 6/9 138/159 1/2 Access G 33/57 3/5 44 / 4 7 13 / 3 1 0/ 1 2/ 9 Hageman's Access 120/80 67/140 164/266 216/255 55/86 228/386 1/2 9/23 139/118 30/42 44/8110/1811/460/120/27 8/35 2/5 11/2 35/50 34/53 25/43 1/1 AM/PM FULL DEVELOPMENT (2045) PASS-BY PEAK HOUR TRAFFIC Figure 10 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 16 SW Frontage Road Ac c e s s H Summit View Access A Pr o s p e c t SW Frontage Road 55 / 9 6 35 / 7 0 -3 5 / - 7 0 0/2 45/90 2/ 1 2 41 / 4 8 Ac c e s s B A c c e s s C Access DAccess E Access F Access G 2/ 1 4 Hageman's Access 35/70 55/96 8/69 82/97 88/154 2/14 2/14 4/412/14 2/14 41/48 AM/PM -5 5 / - 9 6 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 17 Background Traffic Projections Figures 11 and 12 show the respective short range (2030) and long range (2045) background traffic projections. The short range (2030) and long range (2045) background traffic was developed by increasing the existing traffic counts by two percent per year. The background traffic growth was agreed to by City of Fort Collins staff in the scoping discussions. Total Traffic Forecasts Figures 13 and 14 show the respective short range (2030) and long range (2045) total (site plus background) peak hour traffic assignment. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. The Prospect/Summit View-Hageman’s Access and Prospect/SW Frontage Road intersections are currently signalized. Geometry Figure 15 shows a schematic of the short range (2030) geometry. As mentioned earlier, several intersections along Prospect Road in this area warrant auxiliary turn lanes with the existing traffic volumes. At the Prospect/Summit View intersection, a westbound right-turn lane is warranted with the existing afternoon peak hour volume and will be warranted in both peak hours with the Gateway at Prospect project. However, until major widening of Prospect Road to a four-lane cross section occurs, it is not likely that geometric improvements to the Prospect/Summit View intersection will happen. With the Phases 1-3 development of the Gateway at Prospect site, widening on the north side of Prospect Road with an additional through lane will be constructed adjacent to the Gateway at Prospect site. An eastbound right-turn lane will be required at the Prospect/Access A intersection. This right-turn lane will act as the lane drop for the additional westbound through lane on Prospect Road. The Prospect/Access A intersection will be restricted to right-in/right-out movements in the short range (2030) future. Access C will be restricted to right-in/right-out movements. At the Prospect/SW Frontage Road intersection, a westbound right-turn lane will be constructed on Prospect Road. The roundabout will be constructed on the SW Frontage Road with Phases 1-3. Figure 16 shows a schematic of the long range (2045) geometry. It is assumed that Prospect Road would be improved to a four-lane arterial by/before the long range (2045) future. SHORT RANGE (2030) BACKGROUND PEAK HOUR TRAFFIC Figure 11 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 18 AM/PM Summit View 0/ 0 0/ 0 0/ 0 54/88 838/1422 12/11 30/62 1468/1063 6/2 38/206/0 109/79 Prospect SW F r o n t a g e Ro a d 12 / 8 1/ 0 8/ 1 5 51 / 8 3 0/ 1 11 / 2 6 38/32 827/1401 3/2 33/21 1441/1015 14/14 Ha g e m a n ' s Ac c e s s LONG RANGE (2045) BACKGROUND PEAK HOUR TRAFFIC Figure 12 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 19 AM/PM Summit View 0/ 0 0/ 0 0/ 0 73/118 1127/1914 16/14 39/84 1977/1430 8/3 50/278/0 147/107 Prospect SW F r o n t a g e Ro a d 16 / 1 1 2/ 0 11 / 2 0 68 / 1 1 2 0/ 2 14 / 3 6 50/43 1113/1886 5/3 44/28 1940/1366 19/19 Ha g e m a n ' s Ac c e s s SHORT RANGE (2030) TOTAL PEAK HOUR TRAFFIC Figure 13 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 20 AM/PM SW Frontage Road Prospect SW F r o n t a g e Ro a d 12 / 8 1/ 0 8/ 1 5 12 5 / 1 5 7 0/ 1 19 1 / 1 7 8 153/262 776/1353 3/2 113/164 1424/1015 14/1412/35 1549/1166 940/1624 Ac c e s s A 12 6 / 7 9 Su mmit View Ha g e m a n ' s Ac c e s s 62/1108/25 10/20 62/72 Access E Access F 23/15130/83 62/71 72/232 77/59 0/ 0 0/ 0 0/ 0 54/88 893/1578 12/11 56/79 1613/1164 6/2 47/466/0 109/79 67/77 Access C 31 6 / 3 3 6 14 4 / 2 8 5 12 3 / 1 4 1 LONG RANGE (2045) TOTAL PEAK HOUR TRAFFIC Figure 14 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 21 SW Frontage Road Ac c e s s H Summit View 73 / 1 1 8 12 5 9 / 2 1 1 9 16 / 1 4 67 / 1 1 4 21 3 6 / 1 6 2 0 8/ 3 68/62 8/0 147/107 10 / 3 4 20 9 1 / 1 6 2 9 45 / 1 2 6 12 7 3 / 2 0 4 6 Access A Pr o s p e c t SW Frontage Road 21 0 / 2 5 3 10 5 8 / 1 7 9 0 5/ 3 24 5 / 3 2 5 19 1 5 / 1 3 3 0 19 / 1 9 1/3 1/3 0/0 1/7 99/225 0/04/112/9 5/ 3 2 72 / 1 0 0 Ac c e s s B A c c e s s C Access DAccess E Access F 24/24 6/9 138/159 1/2 Access G 11 5/207 3/5 14 0 / 1 1 8 15 / 4 5 0/ 1 2/ 9 Hageman's Access 0/0 0/0 0/0 120/80 16/11 2/0 11/20 170/322 0/2 233/398 320/395 137/183 398/690 1/2 11/37 139/118 128/127 48/12210/18 95/2100/120/27 10/49 2/5 11/2 131/121 116/203 66/91 1/1 AM/PM SHORT RANGE (2030) GEOMETRY Figure 15 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 22 SW Frontage Road Prospect SW F r o n t a g e Ro a d Ac c e s s A Su mmit View Ha g e m a n ' s Ac c e s s Access E Access F Access C ST O P STOP - Denotes Lane LONG RANGE (2045) GEOMETRY Figure 16 DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Page 23 SW Frontage Road Ac c e s s H Summit View Access A Pr o s p e c t SW Frontage Road Ac c e s s B A c c e s s C Access DAccess E Access F Access G Hageman's Access - Denotes Lane ST O P STOP STOP STOP ST O P DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 24 Table 3 shows the 95th percentile queue length for movements at the various intersections in the short range (2030) and long range (2045) futures. For vehicle queues at unsignalized intersections, the vehicle lengths were assumed to be 25 feet. Operation Analysis Operation analyses were performed at the Prospect/Summit View-Hageman’s Access, Prospect/SW Frontage Road, and the Site Access intersections. The operations analyses were conducted for the short range future, reflecting year 2030 condition, and the long range future, reflecting year 2045 condition. The long range (2045) analyses are provided for informational and planning purposes. Using the traffic volumes shown in Figure 11, the Prospect/Summit View- Hageman’s Access and Prospect/SW Frontage Road intersections operate in the short range (2030) background traffic future as indicated in Table 4. These analyses used the existing geometry at the key intersections. Calculation forms for these analyses are provided in Appendix D. The Prospect/Summit View-Hageman’s Access intersection will meet the Fort Collins operational criteria during the peak hours with existing control and geometry. At the Prospect/SW Frontage Road intersection, the analyses show LOS F for the westbound through/right-turn movement during the morning peak hour and LOS F for the eastbound through/right-turn movement during the afternoon peak hour. This LOS F is due to the volume/capacity (v/c) ratio being over 1.0 for a single through lane on Prospect Road. The v/c ratio is also approaching 1.0 for the through lanes on Prospect Road at the Prospect/Summit View-Hageman’s Access. The City of Fort Collins has recognized the need for Prospect Road to have a four-lane cross section from Sharp Point Drive to Interstate 25. However, the funding for this major capital improvement project has not been secured. Using the traffic volumes shown in Figure 12, the Prospect/Summit View- Hageman’s Access and Prospect/SW Frontage Road intersections operate in the long range (2045) background traffic future as indicated in Table 5. Calculation forms for these analyses are provided in Appendix E. Prospect Road was assumed to be a four-lane arterial before the long range (2045) future. The key intersections will meet the Fort Collins operational criteria during the peak hours. Using the traffic volumes shown in Figure 13, the key intersections operate in the short range (2030) total traffic future as indicated in Table 6. Calculation forms for these analyses are provided in Appendix F. The Site Access intersections will meet the Fort Collins operational criteria during the peak hours with recommended control and geometry. The intersections along Prospect Road will have similar v/c ratio issues as was shown with the background traffic. As mentioned earlier, the City of Fort Collins has recognized the need for Prospect Road to have a four-lane cross section from Sharp Point Drive to Interstate 25. However, the funding for this major capital improvement project has not been secured. The Gateway at Prospect project will construct the additional through lane on the north side of Prospect Road. However, this second through lane will be dropped at the DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 25 TABLE 3 95th Intersection Movement 2030 Calculated Queue 2045 Calculated Queue Long Range (2045) Required Lane Length (feet) per the SHAC Prospect/Summit View (signal) EB LT 88’/90’ 60’/83’ WB LT 3’/2’ 1’/1’ 195’ Lane plus 180’ Taper WB RT N/A 0’/0’ 195’ Lane plus 180’ Taper NB LT/T/RT 0’/0’ 0’/0’ N/A SB LT/T 82’/77’ 110’/90’ SB RT 102’/48’ 116’/51’ Prospect/SW Frontage Road (signal) EB LT 105’/22’ 258’/297’ EB RT N/A 0’/0’ 195’ Lane plus 180’ Taper WB LT 5’/3’ 7’/10’ WB RT 6’/4’ 57’/28’ 195’ Lane plus 180’ Taper NB LT/T/RT 31’/0’ N/A N/A NB LT N/A 19’/14’ 135’ Lane plus 140’ Taper NB RT N/A 0’/0’ 135’ Lane plus 140’ Taper SB LT 225’/263’ 157’/210’ SB RT 42’/60’ 86’/218’ 135’ Lane plus 140’ Taper Prospect/Access A (stop sign) SB RT 238’/53’ 88’/28’ N/A EB LT N/A 25’/43’ SW Frontage Road/Access B-Access C (stop sign) EB RT N/A 0’/25’ N/A WB RT 25’/25’ 25’/25’ N/A SW Frontage Road/Access G (stop sign) WB LT N/A 0’/0’ NB LT/RT N/A 25’/25’ N/A SW Frontage Road/Access H (stop sign) NB LT N/A 0’/0’ EB LT/RT N/A 0’/0’ N/A DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 26 TABLE 4 Short Range (2030) Background Peak Hour Operation Intersection Movement LOS Delay (secs.) v/c Ratio LOS Delay (secs.) v/c Ratio Prospect/Summit View (signal) WB T/RT A 4.5 0.99 A 1.9 0.76 WB APPROACH A 4.5 A 1.9 NB LT/T/RT A 0.0 0.00 A 0.0 0.00 SB LT/T E 56.8 0.34 E 57.9 0.21 Prospect/SW Frontage Road (signal) WB LT A 4.4 0.03 D 36.4 0.13 WB T/RT F 43.2 1.07 A 3.4 0.77 WB APPROACH D 42.9 A 3.8 NB LT/T/RT D 51.4 0.12 D 51.7 0.13 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 27 TABLE 5 Long Range (2045) Background Peak Hour Operation Intersection Movement LOS Delay (secs.) v/c Ratio LOS Delay (secs.) v/c Ratio Prospect/Summit View (signal) WB RT A 0.0 0.04 A 0.1 0.09 WB APPROACH A 0.9 A 1.2 NB LT/T/RT A 0.0 0.00 A 0.0 0.00 SB LT/T E 55.7 0.39 D 40.3 0.09 SB RT E 60.4 0.65 D 40.4 0.10 Prospect/SW Frontage Road (signal) EB APPROACH A 1.2 B 12.2 WB LT A 4.1 0.04 B 12.5 0.11 WB T B 12.4 0.80 A 9.3 0.57 WB RT A 4.9 0.02 A 5.1 0.01 SB T A 0.0 0.00 D 48.2 0.01 SB RT D 52.0 0.13 D 52.2 0.22 SB APPROACH E 55.1 E 55.3 OVERALL A 9.0 B 12.3 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 28 TABLE 6 Short Range (2030) Total Peak Hour Operation Intersection Movement LOS Delay (secs.) v/c Ratio LOS Delay (secs.) v/c Ratio Prospect/Summit View (signal) WB T/RT F 60.0 1.11 A 6.5 0.86 WB APPROACH E 59.8 A 6.5 NB LT/T/RT A 0.0 0.00 A 0.0 0.00 SB LT/T E 56.5 0.38 E 57.2 0.37 Prospect/SW Frontage Road (signal) WB LT B 11.9 0.04 C 31.5 0.15 WB T B 17.2 0.69 A 0.5 0.48 WB RT A 9.6 0.06 A 0.1 0.11 WB APPROACH B 16.9 A 0.8 Prospect/Access A (right-in/right-out) SB RT F 261.7 1.30 E 37.9 0.45 SW Frontage Road/Access C (right-in/right-out) WB RT A 9.4 0.08 B 10.6 0.12 SW Frontage Road/Access E-Access F (roundabout) DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 29 Prospect/Access A intersection. The capacity issues with Prospect Road only having one through lane in each direction causes significant delays to some of the minor street movements at the Prospect/Summit View-Hageman’s Access, Prospect/Access A, and Prospect/SW Frontage Road intersections. Limiting development will not correct the capacity issues on Prospect Road. Using the traffic volumes shown in Figure 14, the key intersections operate in the long range (2045) total traffic future as indicated in Table 7. Calculation forms for these analyses are provided in Appendix G. The key intersections will meet the Fort Collins operational criteria during the peak hours. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of the Gateway at Prospect site. The Gateway at Prospect site is located within an area termed as “Other,” which sets the level of service threshold at LOS C for all categories. There are three destination areas within 1320 feet of the proposed Gateway at Prospect site: 1) the residential neighborhood to the west of the site; 2) the residential neighborhood to the northwest of the site; and 3) the commercial uses along the SW Frontage Road. The pedestrian LOS Worksheet is provided in Appendix H. In reality, it is not likely that there will be significant pedestrian interaction between the external destinations and the Gateway at Prospect land uses. Most/all of the pedestrian traffic will be within the Gateway at Prospect site. There will be sidewalks within the Gateway at Prospect parcel. Sidewalks will be incorporated into the Prospect Road improvements. The following description pertains to the existing conditions. • Directness – The distance ratio to all pedestrian destinations will be greater than 1.6 (LOS C), since the street network in the Gateway at Prospect site will not connect to any of the existing street networks in the pedestrian destinations. • Continuity – The sidewalk system to all destination areas will have significant breaks or gaps. This is due to the lack of pedestrian facilities in the area around the Gateway at Prospect site. • Street Crossings – There will be very few street crossings for the pedestrian destinations, since the pedestrian destinations are directly adjacent to the Gateway at Prospect site. The street crossings will likely be acceptable at LOS C for all destination areas. • Visual Interest and Amenity – The visual interest and amenity will likely be unacceptable, since this area of Fort Collins was not constructed as an area for significant pedestrian traffic. The sidewalks within/adjacent to the Gateway at Prospect site will likely have enhanced pedestrian features for the Visual Interest and Amenity category. • Security – The Security will likely be unacceptable, since this area of Fort Collins was not constructed as an area for significant pedestrian traffic. The sidewalks within/adjacent to the Gateway at Prospect site will likely have enhanced pedestrian features (street lighting, detached sidewalks, etc.) for the Security category. DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 30 TABLE 7 Long Range (2045) Total Peak Hour Operation Intersection Movement LOS Delay (secs.) v/c Ratio LOS Delay (secs.) v/c Ratio Prospect/Summit View (signal) EB T A 3.6 0.43 B 15.7 0.82 NB LT/T/RT A 0.0 0.00 A 0.0 0.00 SB LT/T E 55.5 0.46 D 42.3 0.20 SB RT E 56.6 0.56 D 40.4 0.10 SB APPROACH E 56.1 D 41.7 Prospect/SW Frontage Road (signal) WB T C 33.8 0.98 C 24.3 0.75 WB RT B 12.1 0.17 B 15.3 0.19 WB APPROACH C 32.0 C 23.4 NB LT E 58.9 0.22 E 59.2 0.18 NB T D 49.7 0.01 A 0.0 0.00 SB APPROACH E 61.6 D 52.8 OVERALL C 26.9 C 30.7 Continued on next page DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 31 Continued from previous page TABLE 7 Long Range (2045) Total Peak Hour Operation Intersection Movement LOS Delay (secs.) v/c Ratio LOS Delay (secs.) v/c Ratio Prospect/Access A (right-in/right-out/left-in) SB RT E 46.4 0.61 C 21.6 0.28 EB LT C 24.3 0.20 C 21.1 0.38 SW Frontage Road/Access B- Access C (right-in/right-out) EB RT B 10.9 0.01 B 14.8 0.09 WB RT B 10.9 0.12 B 12.1 0.18 SW Frontage Road/Access D- Access E-Access F (roundabout) SW Frontage Road/Access G (stop sign) WB LT A 7.6 0.00 A 7.6 0.00 OVERALL A 0.5 A 1.5 SW Frontage Road/Access H (stop sign) NB LT A 7.5 0.01 A 7.7 0.00 DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 32 Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of the Gateway at Prospect site. There is one bicycle destination within 1320 feet of the site: 1) the commercial uses along the SW Frontage Road. The Bicycle LOS Worksheet is provided in Appendix H. The minimum level of service for this site is C. This site will be connected to bike lanes on Prospect Road and widen bike lanes on the SW Frontage Road adjacent to the Gateway at Prospect site. There are no bike lanes on the SW Frontage Road, north of the Gateway at Prospect site. Transit Level of Service Currently, this area of Fort Collins is not served by Transfort transit service. DELICH Gateway at Prospect TIS, August 2025 ASSOCIATES Page 33 IV. CONCLUSIONS This study assessed the impacts of the Gateway at Prospect site on the street system in the vicinity of the proposed development in the short range (2030) and long range (2045) future. As a result of this analysis, the following is concluded: - The development of Gateway at Prospect is feasible from a traffic engineering standpoint. Phases 1-3 trip generation of the site resulted in 10,294 daily trip ends, 627 morning peak hour trip ends, and 766 afternoon peak hour trip ends. The trip generation for full development of the Gateway at Prospect site resulted in 17,074 daily trip ends, 901 morning peak hour trip ends, and 1,341 afternoon peak hour trip ends. - The key intersections operate acceptably with the existing control, geometry, and signal timing. - The Prospect/Summit View and Prospect/SW Frontage Road intersections are currently signalized. - In the short range (2030) future, given development of the Gateway at Prospect site and an increase in background traffic, the Site Access intersections will meet the Fort Collins operational criteria during the peak hours with recommended control and geometry. The intersections along Prospect Road will have similar v/c ratio issues as was shown with the background traffic. As mentioned earlier, the City of Fort Collins has recognized the need for Prospect Road to have a four-lane cross section from Sharp Point Drive to Interstate 25. However, the funding for this major capital improvement project has not been secured. The Gateway at Prospect project will construct the additional through lane on the north side of Prospect Road. However, this second through lane will be dropped at the Prospect/Access A intersection. The capacity issues with Prospect Road only having one through lane in each direction causes significant delays to some of the minor street movements at the Prospect/Summit View-Hageman’s Access, Prospect/Access A, and Prospect/SW Frontage Road intersections. Limiting development will not correct the capacity issues on Prospect Road. - In the long range (2045) future, given development of the Gateway at Prospect site and an increase in background traffic, the key intersections are likely to achieve acceptable levels of service with Prospect Road as a four-lane arterial by/before the long range (2045) future. - The short range (2030) geometry is shown in Figure 15. - The long range (2045) geometry is shown in Figure 16. - it is not likely that there will be significant pedestrian interaction between the external destinations and the Gateway at Prospect land uses. Most/all of the pedestrian traffic will be within the Gateway at Prospect parcel. APPENDIX A Steven Gilchrist 8/8/2025 APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: Prospect/I-25 W Frontage Road S = straight L = left turn Time Northbound: W Frontage Rd Southbound: W Frontage Rd Total Eastbound: Prospect Westbound: Prospect 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 2 0 1 3 0 0 6 6 9 146 1 156 1 237 10 248 404 413 7:15 0 0 1 1 2 0 8 10 6 175 2 183 2 311 10 323 506 517 7:30 2 0 1 3 1 0 13 14 16 170 0 186 4 331 3 338 524 541 7:45 4 0 3 7 3 0 15 18 4 202 1 207 4 302 8 314 521 546 # 8:00 4 1 2 7 3 0 7 10 6 159 0 165 2 286 7 295 460 477 # 8:15 2 0 5 7 5 0 8 13 10 138 0 148 4 254 9 267 415 435 # 8:30 2 0 3 5 2 0 13 15 8 145 0 153 4 291 5 300 453 473 # 8:45 0 0 0 0 5 0 9 14 8 150 1 159 3 298 4 305 464 478 # 7:15-8:15 10 1 7 18 9 0 43 52 PHF 0.63 0.25 0.58 0.64 0.75 n/a 0.72 0.72 0.7 0.5 0.87 0.38 0.89 0.75 0.93 0.7 0.94 0.96 0.95 4:00 2 0 5 7 10 0 33 43 9 285 2 296 4 209 4 217 513 563 4:15 1 0 2 3 6 0 17 23 7 286 2 295 3 243 6 252 547 573 4:30 3 0 5 8 13 0 16 29 3 303 0 306 4 184 4 192 498 535 4:45 1 0 4 5 2 0 11 13 9 285 0 294 1 213 3 217 511 529 # 5:00 2 0 2 4 2 1 27 30 8 322 0 330 4 226 5 235 565 599 # 5:15 0 0 1 1 10 0 12 22 8 305 0 313 2 228 4 234 547 570 # 5:30 1 0 2 3 7 0 12 19 5 264 1 270 3 173 2 178 448 470 # 5:45 1 0 3 4 3 0 14 17 7 208 1 216 4 169 5 178 394 415 # 4:15-5:15 7 0 13 20 23 1 71 95 PHF 0.58 n/a 0.65 0.63 0.44 0.25 0.66 0.79 0.78 0.75 0.93 0.25 0.93 0.75 0.89 0.75 0.89 0.94 0.93 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: Prospect/Summit View S = straight L = left turn Time Northbound: Summit View Southbound: Summit View Total Eastbound: Prospect Westbound: Prospect 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 0 0 0 5 2 8 15 4 161 1 166 0 302 7 309 475 490 7:15 0 0 0 0 11 0 21 32 4 172 2 178 2 313 3 318 496 528 7:30 0 0 0 0 11 0 26 37 11 173 2 186 1 321 6 328 514 551 7:45 0 0 0 0 7 1 23 31 17 196 3 216 0 316 11 327 543 574 # 8:00 0 0 0 0 3 4 23 30 14 174 3 191 2 304 5 311 502 532 # 8:15 0 0 0 0 4 4 17 25 7 135 1 143 0 275 8 283 426 451 # 8:30 0 0 0 0 4 0 17 21 7 139 0 146 2 294 9 305 451 472 # 8:45 0 0 0 0 9 2 19 30 7 136 3 146 1 298 9 308 454 484 # 7:15-8:15 0 0 0 0 32 5 93 130 PHF n/a n/a n/a n/a 0.73 0.31 0.89 0.88 0.88 0.68 0.91 0.83 0.89 0.63 0.98 0.57 0.98 0.95 0.95 4:00 0 0 0 0 7 1 23 31 20 292 0 312 0 241 13 254 566 597 4:15 0 0 0 0 5 0 11 16 21 288 4 313 1 246 15 262 575 591 4:30 0 0 0 0 2 0 24 26 17 309 3 329 1 195 11 207 536 562 4:45 0 0 0 0 5 0 15 20 15 279 2 296 0 220 13 233 529 549 # 5:00 0 0 0 0 5 0 18 23 22 338 0 360 0 246 14 260 620 643 # 5:15 1 0 0 1 11 0 15 26 16 290 0 306 0 233 7 240 546 573 # 5:30 0 0 0 0 4 0 12 16 9 260 0 269 0 182 8 190 459 475 # 5:45 0 0 0 0 2 0 17 19 12 211 0 223 0 175 10 185 408 427 # 4:15-5:15 0 0 0 0 17 0 68 85 PHF n/a n/a n/a n/a 0.85 n/a 0.71 0.82 0.82 0.85 0.9 0.56 0.9 0.5 0.92 0.88 0.92 0.91 0.91 APPENDIX C HCM 7th Signalized Intersection Summary Recent AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 759 11 5 1330 27 0 0 0 34 5 99 Future Volume (veh/h) 49 759 11 5 1330 27 0 0 0 34 5 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 52 799 12 5 1400 28 0 0 0 36 5 30 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 383 1648 25 574 1576 32 0 94 0 118 9 80 Arrive On Green 0.86 0.86 0.86 1.00 1.00 1.00 0.00 0.00 0.00 0.05 0.05 0.05 Sat Flow, veh/h 375 1911 29 673 1827 37 0 1870 0 1231 171 1585 Grp Volume(v), veh/h 52 0 811 5 0 1428 0 0 0 41 0 30 Grp Sat Flow(s),veh/h/ln 375 0 1939 673 0 1864 0 1870 0 1402 0 1585 Q Serve(g_s), s 2.7 0.0 11.9 0.1 0.0 0.0 0.0 0.0 0.0 3.4 0.0 2.2 Cycle Q Clear(g_c), s 2.7 0.0 11.9 12.0 0.0 0.0 0.0 0.0 0.0 3.4 0.0 2.2 Prop In Lane 1.00 0.01 1.00 0.02 0.00 0.00 0.88 1.00 Lane Grp Cap(c), veh/h 383 0 1672 574 0 1607 0 94 0 127 0 80 V/C Ratio(X) 0.14 0.00 0.48 0.01 0.00 0.89 0.00 0.00 0.00 0.32 0.00 0.38 Avail Cap(c_a), veh/h 383 0 1672 574 0 1607 0 288 0 267 0 238 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.30 0.00 0.30 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.3 0.0 2.0 0.7 0.0 0.0 0.0 0.0 0.0 55.8 0.0 55.2 Incr Delay (d2), s/veh 0.7 0.0 1.0 0.0 0.0 2.5 0.0 0.0 0.0 1.5 0.0 2.9 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 0.0 1.9 0.0 0.0 1.1 0.0 0.0 0.0 1.3 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.1 0.0 3.0 0.7 0.0 2.5 0.0 0.0 0.0 57.2 0.0 58.1 LnGrp LOS A A A A E E Approach Vol, veh/h 863 1433 0 71 Approach Delay, s/veh 2.9 2.5 0.0 57.6 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 109.0 11.0 109.0 11.0 Change Period (Y+Rc), s * 6.5 6.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 90.5 * 18 Max Q Clear Time (g_c+I1), s 13.9 5.4 14.0 0.0 Green Ext Time (p_c), s 4.4 0.1 12.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 4.3 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Recent AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent am.syn Phase Number 2 4 6 8 Movement EBTL SBTL WBTL NBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 97 23 97 23 Maximum Split (%) 80.8% 19.2% 80.8% 19.2% Minimum Split (s) 22.5 15 21.5 23 Yellow Time (s) 4.5 4 4.5 3 All-Red Time (s) 1 2 2 2.5 Minimum Initial (s) 14 4 4.5 4 Vehicle Extension (s) 3 3 3 3 Minimum Gap (s) 3 3 3 3 Time Before Reduce (s)0 0 0 0 Time To Reduce (s)0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 87.5 64.5 87.5 64.5 End Time (s) 64.5 87.5 64.5 87.5 Yield/Force Off (s) 59 81.5 58 82 Yield/Force Off 170(s) 49 81.5 58 72 Local Start Time (s) 23 0 23 0 Local Yield (s) 114.5 17 113.5 17.5 Local Yield 170(s) 104.5 17 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 64.5 (54%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Recent AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent am.syn Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph) 52 811 5 1428 41 104 v/c Ratio 0.66 0.49 0.01 0.96 0.39 0.47 Control Delay (s/veh) 48.9 4.2 3.4 26.6 61.6 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 48.9 4.2 3.4 26.6 61.6 19.0 Queue Length 50th (ft) 11 131 1 898 31 7 Queue Length 95th (ft) #48 233 m1 m#1391 66 59 Internal Link Dist (ft) 452 1814 619 Turn Bay Length (ft) 300 100 185 Base Capacity (vph) 79 1654 471 1483 182 318 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.49 0.01 0.96 0.23 0.33 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Recent PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 1288 10 2 963 56 0 0 0 18 0 72 Future Volume (veh/h) 80 1288 10 2 963 56 0 0 0 18 0 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 88 1415 11 2 1058 62 0 0 0 20 0 13 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 504 1700 13 269 1543 90 0 57 0 102 0 48 Arrive On Green 0.88 0.88 0.88 1.00 1.00 1.00 0.00 0.00 0.00 0.03 0.00 0.03 Sat Flow, veh/h 503 1927 15 376 1749 103 0 1870 0 1361 0 1585 Grp Volume(v), veh/h 88 0 1426 2 0 1120 0 0 0 20 0 13 Grp Sat Flow(s),veh/h/ln 503 0 1942 376 0 1852 0 1870 0 1361 0 1585 Q Serve(g_s), s 3.0 0.0 39.1 0.2 0.0 0.0 0.0 0.0 0.0 1.7 0.0 1.0 Cycle Q Clear(g_c), s 3.0 0.0 39.1 39.4 0.0 0.0 0.0 0.0 0.0 1.7 0.0 1.0 Prop In Lane 1.00 0.01 1.00 0.06 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 504 0 1713 269 0 1633 0 57 0 102 0 48 V/C Ratio(X) 0.17 0.00 0.83 0.01 0.00 0.69 0.00 0.00 0.00 0.20 0.00 0.27 Avail Cap(c_a), veh/h 504 0 1713 269 0 1633 0 288 0 264 0 238 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.66 0.00 0.66 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.0 0.0 3.1 7.3 0.0 0.0 0.0 0.0 0.0 57.2 0.0 56.9 Incr Delay (d2), s/veh 0.8 0.0 4.9 0.0 0.0 1.6 0.0 0.0 0.0 0.9 0.0 2.9 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 0.0 4.4 0.0 0.0 0.7 0.0 0.0 0.0 0.6 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 1.8 0.0 8.1 7.3 0.0 1.6 0.0 0.0 0.0 58.2 0.0 59.8 LnGrp LOS A A A A E E Approach Vol, veh/h 1514 1122 0 33 Approach Delay, s/veh 7.7 1.6 0.0 58.8 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 111.3 8.7 111.3 8.7 Change Period (Y+Rc), s * 6.5 6.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 90.5 * 18 Max Q Clear Time (g_c+I1), s 41.1 3.7 41.4 0.0 Green Ext Time (p_c), s 14.0 0.0 6.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 5.8 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Recent PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent pm.syn Phase Number 2 4 6 8 Movement EBTL SBTL WBTL NBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 97 23 97 23 Maximum Split (%) 80.8% 19.2% 80.8% 19.2% Minimum Split (s) 22.5 15 21.5 23 Yellow Time (s) 4.5 4 4.5 3 All-Red Time (s) 1 2 2 2.5 Minimum Initial (s) 14 4 4.5 4 Vehicle Extension (s) 3 3 3 3 Minimum Gap (s) 3 3 3 3 Time Before Reduce (s)0 0 0 0 Time To Reduce (s)0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 87.5 64.5 87.5 64.5 End Time (s) 64.5 87.5 64.5 87.5 Yield/Force Off (s) 59 81.5 58 82 Yield/Force Off 170(s) 49 81.5 58 72 Local Start Time (s) 23 0 23 0 Local Yield (s) 114.5 17 113.5 17.5 Local Yield 170(s) 104.5 17 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 64.5 (54%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Recent PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent pm.syn Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph) 88 1426 2 1120 20 79 v/c Ratio 0.26 0.82 0.02 0.72 0.23 0.42 Control Delay (s/veh) 4.1 10.3 3.5 16.8 58.1 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.1 10.3 3.5 16.8 58.1 18.4 Queue Length 50th (ft) 9 420 0 692 15 0 Queue Length 95th (ft) 27 820 m1 880 40 48 Internal Link Dist (ft) 452 1814 619 Turn Bay Length (ft) 300 100 185 Base Capacity (vph) 336 1739 128 1553 183 304 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.82 0.02 0.72 0.11 0.26 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Recent AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 749 3 13 1305 30 11 1 7 10 0 46 Future Volume (veh/h) 34 749 3 13 1305 30 11 1 7 10 0 46 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 788 3 14 1374 32 12 1 7 11 0 27 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 433 1558 6 493 1504 35 85 8 24 56 2 48 Arrive On Green 0.02 0.56 0.56 0.03 1.00 1.00 0.04 0.04 0.04 0.04 0.00 0.04 Sat Flow, veh/h 1781 1862 7 1781 1820 42 882 189 577 405 55 1128 Grp Volume(v), veh/h 36 0 791 14 0 1406 20 0 0 38 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1869 1781 0 1863 1649 0 0 1588 0 0 Q Serve(g_s), s 0.4 0.0 31.1 0.1 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 31.1 0.1 0.0 0.0 1.3 0.0 0.0 2.7 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.60 0.35 0.29 0.71 Lane Grp Cap(c), veh/h 433 0 1564 493 0 1539 118 0 0 106 0 0 V/C Ratio(X) 0.08 0.00 0.51 0.03 0.00 0.91 0.17 0.00 0.00 0.36 0.00 0.00 Avail Cap(c_a), veh/h 480 0 1564 560 0 1539 190 0 0 181 0 0 HCM Platoon Ratio 0.67 0.67 0.67 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.00 0.87 0.85 0.00 0.85 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 1.3 0.0 11.1 5.2 0.0 0.0 55.7 0.0 0.0 56.3 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.0 0.0 0.0 8.6 0.7 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 14.0 0.1 0.0 3.7 0.6 0.0 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 1.3 0.0 12.2 5.2 0.0 8.6 56.3 0.0 0.0 58.3 0.0 0.0 LnGrp LOS A B A A E E Approach Vol, veh/h 827 1420 20 38 Approach Delay, s/veh 11.7 8.6 56.3 58.3 Approach LOS B A E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.5 104.4 9.1 7.8 103.1 9.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 89.0 10.0 6.0 89.0 10.0 Max Q Clear Time (g_c+I1), s 2.1 33.1 4.7 2.4 2.0 3.3 Green Ext Time (p_c), s 0.0 6.2 0.0 0.0 27.8 0.0 Intersection Summary HCM 7th Control Delay, s/veh 10.9 HCM 7th LOS B Timing Report, Sorted By Phase Recent AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent am.syn Phase Number 1 2 4 5 6 8 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None C-Max None Maximum Split (s) 11 94 15 11 94 15 Maximum Split (%) 9.2% 78.3% 12.5% 9.2% 78.3% 12.5% Minimum Split (s) 11 15 15 11 15 15 Yellow Time (s) 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 11 105 0 11 105 End Time (s) 11 105 0 11 105 0 Yield/Force Off (s) 6 100 115 6 100 115 Yield/Force Off 170(s) 6 100 115 6 100 115 Local Start Time (s) 15 26 0 15 26 0 Local Yield (s) 21 115 10 21 115 10 Local Yield 170(s) 21 115 10 21 115 10 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 105 (88%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Recent AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent am.syn Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph) 36 791 14 1406 20 59 v/c Ratio 0.22 0.50 0.02 0.90 0.22 0.37 Control Delay (s/veh) 7.7 6.1 1.2 20.0 44.8 18.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 7.7 6.1 1.2 20.0 44.8 18.1 Queue Length 50th (ft) 1 193 1 419 10 0 Queue Length 95th (ft) m4 435 m2 #1416 35 38 Internal Link Dist (ft) 1814 950 68 622 Turn Bay Length (ft) 140 420 Base Capacity (vph) 166 1593 585 1554 125 199 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.50 0.02 0.90 0.16 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Recent PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 1269 2 13 919 19 7 0 14 24 1 75 Future Volume (veh/h) 29 1269 2 13 919 19 7 0 14 24 1 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 1365 2 14 988 20 8 0 15 26 1 22 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 548 1470 2 406 1422 29 74 16 93 107 16 63 Arrive On Green 0.04 1.00 1.00 0.04 1.00 1.00 0.09 0.00 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1781 1867 3 1781 1827 37 364 180 1019 663 176 684 Grp Volume(v), veh/h 31 0 1367 14 0 1008 23 0 0 49 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 0 1864 1562 0 0 1524 0 0 Q Serve(g_s), s 0.4 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 0.0 0.2 0.0 0.0 1.5 0.0 0.0 3.4 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.35 0.65 0.53 0.45 Lane Grp Cap(c), veh/h 548 0 1473 406 0 1451 184 0 0 186 0 0 V/C Ratio(X) 0.06 0.00 0.93 0.03 0.00 0.69 0.13 0.00 0.00 0.26 0.00 0.00 Avail Cap(c_a), veh/h 599 0 1473 473 0 1451 184 0 0 186 0 0 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.47 0.00 0.47 0.85 0.00 0.85 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.2 0.0 0.0 2.4 0.0 0.0 50.2 0.0 0.0 51.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 6.2 0.0 0.0 2.4 1.4 0.0 0.0 3.4 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.5 0.0 0.0 1.0 0.7 0.0 0.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.2 0.0 6.2 2.4 0.0 2.4 51.6 0.0 0.0 54.4 0.0 0.0 LnGrp LOS A A A A D D Approach Vol, veh/h 1398 1022 23 49 Approach Delay, s/veh 6.1 2.4 51.6 54.4 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.5 98.5 15.0 7.6 97.4 15.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 89.0 10.0 6.0 89.0 10.0 Max Q Clear Time (g_c+I1), s 2.2 2.0 5.4 2.4 2.0 3.5 Green Ext Time (p_c), s 0.0 24.8 0.1 0.0 10.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 6.0 HCM 7th LOS A Timing Report, Sorted By Phase Recent PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent pm.syn Phase Number 1 2 4 5 6 8 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 11 94 15 11 94 15 Maximum Split (%) 9.2% 78.3% 12.5% 9.2% 78.3% 12.5% Minimum Split (s) 11 15 15 11 15 15 Yellow Time (s) 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 11 105 0 11 105 End Time (s) 11 105 0 11 105 0 Yield/Force Off (s) 6 100 115 6 100 115 Yield/Force Off 170(s) 6 100 115 6 100 115 Local Start Time (s) 15 26 0 15 26 0 Local Yield (s) 21 115 10 21 115 10 Local Yield 170(s) 21 115 10 21 115 10 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 105 (88%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Recent PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report recent pm.syn Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph) 31 1367 14 1008 23 108 v/c Ratio 0.08 0.91 0.09 0.69 0.12 0.50 Control Delay (s/veh) 1.1 20.1 3.2 13.3 1.3 26.1 Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0 Total Delay (s/veh) 1.1 20.1 3.2 13.7 1.3 26.1 Queue Length 50th (ft) 2 860 0 443 0 20 Queue Length 95th (ft) m1 #1382 4 401 0 78 Internal Link Dist (ft) 1814 950 68 622 Turn Bay Length (ft) 140 420 Base Capacity (vph) 382 1501 164 1462 187 214 Starvation Cap Reductn 0 0 0 132 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.91 0.09 0.76 0.12 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 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 4 Arterial/Collector Arterial/Local Collector/Local Local/Local 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 7th Signalized Intersection Summary Short Bkgrd AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 838 12 6 1468 30 0 0 0 38 6 109 Future Volume (veh/h) 54 838 12 6 1468 30 0 0 0 38 6 109 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 57 882 13 6 1545 32 0 0 0 40 6 46 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 338 1637 24 516 1564 32 0 105 0 124 10 89 Arrive On Green 0.86 0.86 0.86 1.00 1.00 1.00 0.00 0.00 0.00 0.06 0.06 0.06 Sat Flow, veh/h 325 1911 28 622 1826 38 0 1870 0 1222 183 1585 Grp Volume(v), veh/h 57 0 895 6 0 1577 0 0 0 46 0 46 Grp Sat Flow(s),veh/h/ln 325 0 1939 622 0 1864 0 1870 0 1405 0 1585 Q Serve(g_s), s 3.7 0.0 14.7 0.2 0.0 0.0 0.0 0.0 0.0 3.8 0.0 3.4 Cycle Q Clear(g_c), s 3.7 0.0 14.7 14.9 0.0 0.0 0.0 0.0 0.0 3.8 0.0 3.4 Prop In Lane 1.00 0.01 1.00 0.02 0.00 0.00 0.87 1.00 Lane Grp Cap(c), veh/h 338 0 1661 516 0 1596 0 105 0 135 0 89 V/C Ratio(X) 0.17 0.00 0.54 0.01 0.00 0.99 0.00 0.00 0.00 0.34 0.00 0.52 Avail Cap(c_a), veh/h 338 0 1661 516 0 1596 0 288 0 267 0 238 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.09 0.00 0.09 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.5 0.0 2.3 1.1 0.0 0.0 0.0 0.0 0.0 55.3 0.0 55.1 Incr Delay (d2), s/veh 1.1 0.0 1.3 0.0 0.0 4.5 0.0 0.0 0.0 1.5 0.0 4.6 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 0.0 2.6 0.0 0.0 2.0 0.0 0.0 0.0 1.4 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.6 0.0 3.5 1.1 0.0 4.5 0.0 0.0 0.0 56.8 0.0 59.7 LnGrp LOS A A A A E E Approach Vol, veh/h 952 1583 0 92 Approach Delay, s/veh 3.5 4.5 0.0 58.2 Approach LOS A A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 108.3 11.7 108.3 11.7 Change Period (Y+Rc), s * 6.5 6.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 90.5 * 18 Max Q Clear Time (g_c+I1), s 16.7 5.8 16.9 0.0 Green Ext Time (p_c), s 5.4 0.2 19.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 6.0 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Short Bkgrd AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb am.syn Phase Number 2 4 6 8 Movement EBTL SBTL WBTL NBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 97 23 97 23 Maximum Split (%) 80.8% 19.2% 80.8% 19.2% Minimum Split (s) 22.5 15 21.5 23 Yellow Time (s) 4.5 4 4.5 3 All-Red Time (s) 1 2 2 2.5 Minimum Initial (s) 14 4 4.5 4 Vehicle Extension (s) 3 3 3 3 Minimum Gap (s) 3 3 3 3 Time Before Reduce (s)0 0 0 0 Time To Reduce (s)0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 87.5 64.5 87.5 64.5 End Time (s) 64.5 87.5 64.5 87.5 Yield/Force Off (s) 59 81.5 58 82 Yield/Force Off 170(s) 49 81.5 58 72 Local Start Time (s) 23 0 23 0 Local Yield (s) 114.5 17 113.5 17.5 Local Yield 170(s) 104.5 17 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 64.5 (54%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Short Bkgrd AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb am.syn Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph) 57 895 6 1577 46 115 v/c Ratio 0.92 0.54 0.01 1.07 0.42 0.55 Control Delay (s/veh) 114.1 4.9 3.5 54.7 61.8 31.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 114.1 4.9 3.5 54.7 61.8 31.2 Queue Length 50th (ft) 24 162 1 ~1340 34 31 Queue Length 95th (ft) #88 294 m1 m#1215 71 88 Internal Link Dist (ft) 452 1814 619 Turn Bay Length (ft) 300 100 185 Base Capacity (vph) 62 1645 414 1475 182 299 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.54 0.01 1.07 0.25 0.38 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Short Bkgrd PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 1422 11 2 1063 62 0 0 0 20 0 79 Future Volume (veh/h) 88 1422 11 2 1063 62 0 0 0 20 0 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 97 1563 12 2 1168 68 0 0 0 22 0 21 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 456 1694 13 177 1538 90 0 63 0 106 0 53 Arrive On Green 0.88 0.88 0.88 1.00 1.00 1.00 0.00 0.00 0.00 0.03 0.00 0.03 Sat Flow, veh/h 450 1927 15 326 1750 102 0 1870 0 1361 0 1585 Grp Volume(v), veh/h 97 0 1575 2 0 1236 0 0 0 22 0 21 Grp Sat Flow(s),veh/h/ln 450 0 1942 326 0 1852 0 1870 0 1361 0 1585 Q Serve(g_s), s 4.0 0.0 62.4 0.4 0.0 0.0 0.0 0.0 0.0 1.9 0.0 1.6 Cycle Q Clear(g_c), s 4.0 0.0 62.4 62.8 0.0 0.0 0.0 0.0 0.0 1.9 0.0 1.6 Prop In Lane 1.00 0.01 1.00 0.06 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 456 0 1707 177 0 1628 0 63 0 106 0 53 V/C Ratio(X) 0.21 0.00 0.92 0.01 0.00 0.76 0.00 0.00 0.00 0.21 0.00 0.39 Avail Cap(c_a), veh/h 456 0 1707 177 0 1628 0 288 0 264 0 238 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.56 0.00 0.56 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.1 0.0 4.7 18.6 0.0 0.0 0.0 0.0 0.0 56.9 0.0 56.8 Incr Delay (d2), s/veh 1.1 0.0 9.8 0.1 0.0 1.9 0.0 0.0 0.0 1.0 0.0 4.6 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 0.0 8.8 0.0 0.0 0.9 0.0 0.0 0.0 0.7 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.2 0.0 14.5 18.7 0.0 1.9 0.0 0.0 0.0 57.9 0.0 61.4 LnGrp LOS A B B A E E Approach Vol, veh/h 1672 1238 0 43 Approach Delay, s/veh 13.8 1.9 0.0 59.6 Approach LOS B A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 111.0 9.0 111.0 9.0 Change Period (Y+Rc), s * 6.5 6.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 90.5 * 18 Max Q Clear Time (g_c+I1), s 64.4 3.9 64.8 0.0 Green Ext Time (p_c), s 15.3 0.1 7.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 9.5 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Short Bkgrd PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb pm.syn Phase Number 2 4 6 8 Movement EBTL SBTL WBTL NBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 97 23 97 23 Maximum Split (%) 80.8% 19.2% 80.8% 19.2% Minimum Split (s) 22.5 15 21.5 23 Yellow Time (s) 4.5 4 4.5 3 All-Red Time (s) 1 2 2 2.5 Minimum Initial (s) 14 4 4.5 4 Vehicle Extension (s) 3 3 3 3 Minimum Gap (s) 3 3 3 3 Time Before Reduce (s)0 0 0 0 Time To Reduce (s)0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 87.5 64.5 87.5 64.5 End Time (s) 64.5 87.5 64.5 87.5 Yield/Force Off (s) 59 81.5 58 82 Yield/Force Off 170(s) 49 81.5 58 72 Local Start Time (s) 23 0 23 0 Local Yield (s) 114.5 17 113.5 17.5 Local Yield 170(s) 104.5 17 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 130 Offset: 64.5 (54%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Short Bkgrd PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb pm.syn Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph) 97 1575 2 1236 22 87 v/c Ratio 0.40 0.94 0.03 0.82 0.25 0.44 Control Delay (s/veh) 7.8 20.0 4.0 20.6 58.4 17.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 7.8 20.0 4.0 20.6 58.4 17.9 Queue Length 50th (ft) 12 641 0 767 16 0 Queue Length 95th (ft) 42 #1490 m0 948 43 50 Internal Link Dist (ft) 452 1814 619 Turn Bay Length (ft) 300 100 185 Base Capacity (vph) 243 1682 60 1500 183 311 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.94 0.03 0.82 0.12 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Short Bkgrd AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 827 3 14 1441 33 12 1 8 11 0 51 Future Volume (veh/h) 38 827 3 14 1441 33 12 1 8 11 0 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 871 3 15 1517 35 13 1 8 12 0 17 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 132 1466 5 479 1412 33 119 18 51 86 16 83 Arrive On Green 0.03 0.79 0.79 0.03 1.00 1.00 0.09 0.09 0.09 0.09 0.00 0.09 Sat Flow, veh/h 1781 1863 6 1781 1821 42 773 199 556 471 171 909 Grp Volume(v), veh/h 40 0 874 15 0 1552 22 0 0 29 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1869 1781 0 1863 1528 0 0 1551 0 0 Q Serve(g_s), s 0.5 0.0 22.5 0.2 0.0 88.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.5 0.0 22.5 0.2 0.0 88.3 1.4 0.0 0.0 1.9 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.59 0.36 0.41 0.59 Lane Grp Cap(c), veh/h 132 0 1471 479 0 1445 188 0 0 185 0 0 V/C Ratio(X) 0.30 0.00 0.59 0.03 0.00 1.07 0.12 0.00 0.00 0.16 0.00 0.00 Avail Cap(c_a), veh/h 177 0 1471 544 0 1445 188 0 0 185 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.00 0.82 0.70 0.00 0.70 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.5 0.0 5.1 4.4 0.0 0.0 50.1 0.0 0.0 50.4 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 1.5 0.0 0.0 43.2 1.3 0.0 0.0 1.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 6.4 0.1 0.0 17.3 0.7 0.0 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 38.6 0.0 6.6 4.4 0.0 43.2 51.4 0.0 0.0 52.2 0.0 0.0 LnGrp LOS D A A F D D Approach Vol, veh/h 914 1567 22 29 Approach Delay, s/veh 8.0 42.9 51.4 52.2 Approach LOS A D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 98.4 15.0 7.9 97.1 15.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 89.0 10.0 6.0 89.0 10.0 Max Q Clear Time (g_c+I1), s 2.2 24.5 3.9 2.5 90.3 3.4 Green Ext Time (p_c), s 0.0 7.5 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 30.5 HCM 7th LOS C Timing Report, Sorted By Phase Short Bkgrd AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb am.syn Phase Number 1 2 4 5 6 8 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 11 94 15 11 94 15 Maximum Split (%) 9.2% 78.3% 12.5% 9.2% 78.3% 12.5% Minimum Split (s) 11 15 15 11 15 15 Yellow Time (s) 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 11 105 0 11 105 End Time (s) 11 105 0 11 105 0 Yield/Force Off (s) 6 100 115 6 100 115 Yield/Force Off 170(s) 6 100 115 6 100 115 Local Start Time (s) 15 26 0 15 26 0 Local Yield (s) 21 115 10 21 115 10 Local Yield 170(s) 21 115 10 21 115 10 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 105 (88%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Short Bkgrd AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb am.syn Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph) 40 874 15 1552 22 66 v/c Ratio 0.25 0.58 0.03 1.09 0.15 0.33 Control Delay (s/veh) 9.9 8.7 1.0 70.7 39.4 17.6 Queue Delay 0.0 0.0 0.0 5.7 0.0 0.0 Total Delay (s/veh) 9.9 8.7 1.0 76.4 39.4 17.6 Queue Length 50th (ft) 3 268 1 ~1414 10 1 Queue Length 95th (ft) m6 534 m2 #1666 37 45 Internal Link Dist (ft) 1814 950 68 622 Turn Bay Length (ft) 140 420 Base Capacity (vph) 164 1499 485 1428 146 201 Starvation Cap Reductn 0 0 0 64 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.58 0.03 1.14 0.15 0.33 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Short Bkgrd PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 1401 2 14 1015 21 7 0 15 26 1 83 Future Volume (veh/h) 32 1401 2 14 1015 21 7 0 15 26 1 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 1506 2 15 1091 23 8 0 16 28 1 19 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 508 1469 2 111 1419 30 71 17 96 116 15 55 Arrive On Green 0.04 1.00 1.00 0.04 1.00 1.00 0.09 0.00 0.09 0.09 0.09 0.09 Sat Flow, veh/h 1781 1867 2 1781 1825 38 341 181 1044 752 163 599 Grp Volume(v), veh/h 34 0 1508 15 0 1114 24 0 0 48 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 0 1863 1565 0 0 1515 0 0 Q Serve(g_s), s 0.4 0.0 89.9 0.2 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 89.9 0.2 0.0 0.0 1.6 0.0 0.0 3.4 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.02 0.33 0.67 0.58 0.40 Lane Grp Cap(c), veh/h 508 0 1471 111 0 1449 183 0 0 186 0 0 V/C Ratio(X) 0.07 0.00 1.02 0.13 0.00 0.77 0.13 0.00 0.00 0.26 0.00 0.00 Avail Cap(c_a), veh/h 557 0 1471 177 0 1449 183 0 0 186 0 0 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.24 0.00 0.24 0.85 0.00 0.85 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.2 0.0 0.0 35.9 0.0 0.0 50.2 0.0 0.0 51.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 18.5 0.5 0.0 3.4 1.5 0.0 0.0 3.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 7.6 0.3 0.0 1.4 0.7 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.2 0.0 18.5 36.4 0.0 3.4 51.7 0.0 0.0 54.3 0.0 0.0 LnGrp LOS A F D A D D Approach Vol, veh/h 1542 1129 24 48 Approach Delay, s/veh 18.1 3.8 51.7 54.3 Approach LOS B A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 98.4 15.0 7.7 97.3 15.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 89.0 10.0 6.0 89.0 10.0 Max Q Clear Time (g_c+I1), s 2.2 91.9 5.4 2.4 2.0 3.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 13.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 13.2 HCM 7th LOS B Timing Report, Sorted By Phase Short Bkgrd PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb pm.syn Phase Number 1 2 4 5 6 8 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 11 94 15 11 94 15 Maximum Split (%) 9.2% 78.3% 12.5% 9.2% 78.3% 12.5% Minimum Split (s) 11 15 15 11 15 15 Yellow Time (s) 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 11 105 0 11 105 End Time (s) 11 105 0 11 105 0 Yield/Force Off (s) 6 100 115 6 100 115 Yield/Force Off 170(s) 6 100 115 6 100 115 Local Start Time (s) 15 26 0 15 26 0 Local Yield (s) 21 115 10 21 115 10 Local Yield 170(s) 21 115 10 21 115 10 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 105 (88%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Short Bkgrd PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report sb pm.syn Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph) 34 1508 15 1114 24 118 v/c Ratio 0.11 1.00 0.09 0.76 0.13 0.53 Control Delay (s/veh) 1.1 32.1 3.1 15.2 1.5 26.2 Queue Delay 0.0 0.0 0.0 0.8 0.0 0.0 Total Delay (s/veh) 1.1 32.1 3.1 16.0 1.5 26.2 Queue Length 50th (ft) 2 1240 1 489 0 21 Queue Length 95th (ft) m1 m#1518 4 484 0 82 Internal Link Dist (ft) 1814 950 68 622 Turn Bay Length (ft) 140 420 Base Capacity (vph) 317 1501 164 1462 183 221 Starvation Cap Reductn 0 0 0 121 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 1.00 0.09 0.83 0.13 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. APPENDIX E HCM 7th Signalized Intersection Summary Long Bkgrd AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 1127 16 8 1977 39 0 0 0 50 8 147 Future Volume (veh/h) 73 1127 16 8 1977 39 0 0 0 50 8 147 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 77 1186 17 8 2081 41 0 0 0 53 8 73 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 277 3137 45 417 2733 1170 0 133 0 143 13 113 Arrive On Green 0.04 0.84 0.84 1.00 1.00 1.00 0.00 0.00 0.00 0.07 0.07 0.07 Sat Flow, veh/h 1781 3729 53 465 3554 1522 0 1870 0 1221 184 1585 Grp Volume(v), veh/h 77 588 615 8 2081 41 0 0 0 61 0 73 Grp Sat Flow(s),veh/h/ln 1781 1848 1934 465 1777 1522 0 1870 0 1405 0 1585 Q Serve(g_s), s 1.0 8.9 8.9 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 5.4 Cycle Q Clear(g_c), s 1.0 8.9 8.9 0.2 0.0 0.0 0.0 0.0 0.0 5.1 0.0 5.4 Prop In Lane 1.00 0.03 1.00 1.00 0.00 0.00 0.87 1.00 Lane Grp Cap(c), veh/h 277 1555 1627 417 2733 1170 0 133 0 156 0 113 V/C Ratio(X) 0.28 0.38 0.38 0.02 0.76 0.04 0.00 0.00 0.00 0.39 0.00 0.65 Avail Cap(c_a), veh/h 311 1555 1627 417 2733 1170 0 288 0 267 0 238 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.46 0.46 0.46 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.0 2.2 2.2 0.0 0.0 0.0 0.0 0.0 0.0 54.1 0.0 54.3 Incr Delay (d2), s/veh 0.5 0.7 0.7 0.0 1.0 0.0 0.0 0.0 0.0 1.6 0.0 6.1 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 0.2 1.8 1.9 0.0 0.4 0.0 0.0 0.0 0.0 1.8 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.5 2.9 2.9 0.0 1.0 0.0 0.0 0.0 0.0 55.7 0.0 60.4 LnGrp LOS A A A A A A E E Approach Vol, veh/h 1280 2130 0 134 Approach Delay, s/veh 2.9 0.9 0.0 58.3 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 106.5 13.5 8.7 97.8 13.5 Change Period (Y+Rc), s * 6.5 6.0 5.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 6.0 79.5 * 18 Max Q Clear Time (g_c+I1), s 10.9 7.4 3.0 2.2 0.0 Green Ext Time (p_c), s 4.6 0.2 0.0 17.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 3.8 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Long Bkgrd AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb am.syn Phase Number 2 4 5 6 8 Movement EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None C-Max None Maximum Split (s) 97 23 11 86 23 Maximum Split (%) 80.8% 19.2% 9.2% 71.7% 19.2% Minimum Split (s) 22.5 15 11 21.5 23 Yellow Time (s) 4.5 4 3 4.5 3 All-Red Time (s) 1 2 2 2 2.5 Minimum Initial (s) 14 4 4 4.5 4 Vehicle Extension (s) 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 29.5 6.5 29.5 40.5 6.5 End Time (s) 6.5 29.5 40.5 6.5 29.5 Yield/Force Off (s) 1 23.5 35.5 0 24 Yield/Force Off 170(s) 111 23.5 35.5 0 14 Local Start Time (s) 23 0 23 34 0 Local Yield (s) 114.5 17 29 113.5 17.5 Local Yield 170(s) 104.5 17 29 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 6.5 (5%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Long Bkgrd AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb am.syn Lane Group EBL EBT WBL WBT WBR SBT SBR Lane Group Flow (vph) 77 1203 8 2081 41 61 155 v/c Ratio 0.45 0.39 0.03 0.83 0.04 0.49 0.64 Control Delay (s/veh) 21.5 3.6 0.5 5.0 0.1 62.6 33.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 21.5 3.6 0.5 5.0 0.1 62.6 33.7 Queue Length 50th (ft) 9 101 0 9 0 45 47 Queue Length 95th (ft) 60 167 m0 12 m0 87 113 Internal Link Dist (ft) 452 1814 619 Turn Bay Length (ft) 300 100 250 185 Base Capacity (vph) 171 3079 308 2506 1024 182 314 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.39 0.03 0.83 0.04 0.34 0.49 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Long Bkgrd PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 1914 14 3 1430 84 0 0 0 27 0 107 Future Volume (veh/h) 118 1914 14 3 1430 84 0 0 0 27 0 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 124 2015 15 3 1505 88 0 0 0 28 0 31 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 348 2700 20 142 2265 970 0 363 0 324 0 308 Arrive On Green 0.05 0.72 0.72 1.00 1.00 1.00 0.00 0.00 0.00 0.19 0.00 0.19 Sat Flow, veh/h 1781 3759 28 209 3554 1522 0 1870 0 1361 0 1585 Grp Volume(v), veh/h 124 989 1041 3 1505 88 0 0 0 28 0 31 Grp Sat Flow(s),veh/h/ln 1781 1848 1939 209 1777 1522 0 1870 0 1361 0 1585 Q Serve(g_s), s 2.7 38.9 39.2 0.7 0.0 0.0 0.0 0.0 0.0 2.0 0.0 1.9 Cycle Q Clear(g_c), s 2.7 38.9 39.2 30.2 0.0 0.0 0.0 0.0 0.0 2.0 0.0 1.9 Prop In Lane 1.00 0.01 1.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 348 1327 1393 142 2265 970 0 363 0 324 0 308 V/C Ratio(X) 0.36 0.75 0.75 0.02 0.66 0.09 0.00 0.00 0.00 0.09 0.00 0.10 Avail Cap(c_a), veh/h 398 1394 1463 142 2265 970 0 363 0 324 0 308 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.79 0.79 0.79 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.8 10.2 10.3 5.8 0.0 0.0 0.0 0.0 0.0 39.8 0.0 39.7 Incr Delay (d2), s/veh 0.6 2.1 2.1 0.2 1.2 0.1 0.0 0.0 0.0 0.5 0.0 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 0.9 13.2 14.0 0.0 0.4 0.0 0.0 0.0 0.0 0.7 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 6.4 12.4 12.3 6.0 1.2 0.1 0.0 0.0 0.0 40.3 0.0 40.4 LnGrp LOS A B B A A A D D Approach Vol, veh/h 2154 1596 0 59 Approach Delay, s/veh 12.0 1.2 0.0 40.3 Approach LOS B A D Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 91.7 28.3 9.7 82.0 28.3 Change Period (Y+Rc), s * 6.5 6.0 5.0 6.5 * 6 Max Green Setting (Gmax), s * 90 19.0 8.0 75.5 * 20 Max Q Clear Time (g_c+I1), s 41.2 4.0 4.7 32.2 0.0 Green Ext Time (p_c), s 12.5 0.1 0.1 8.8 0.0 Intersection Summary HCM 7th Control Delay, s/veh 7.9 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Long Bkgrd PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb pm.syn Phase Number 2 4 5 6 8 Movement EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Max C-Max Maximum Split (s) 95 25 13 82 25 Maximum Split (%) 79.2% 20.8% 10.8% 68.3% 20.8% Minimum Split (s) 22.5 15 11 21.5 23 Yellow Time (s) 4.5 4 3 4.5 3 All-Red Time (s) 1 2 2 2 2.5 Minimum Initial (s) 14 4 4 4.5 4 Vehicle Extension (s) 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 29.5 4.5 29.5 42.5 4.5 End Time (s) 4.5 29.5 42.5 4.5 29.5 Yield/Force Off (s) 119 23.5 37.5 118 24 Yield/Force Off 170(s) 109 23.5 37.5 118 14 Local Start Time (s) 6 101 6 19 101 Local Yield (s) 95.5 0 14 94.5 0.5 Local Yield 170(s) 85.5 0 14 94.5 110.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 23.5 (20%), Referenced to phase 4:SBTL and 8:NBTL, Start of Yellow Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Long Bkgrd PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb pm.syn Lane Group EBL EBT WBL WBT WBR SBT SBR Lane Group Flow (vph) 124 2030 3 1505 88 28 113 v/c Ratio 0.47 0.71 0.04 0.69 0.10 0.14 0.32 Control Delay (s/veh) 10.4 9.6 4.3 11.4 1.3 44.7 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 10.4 9.6 4.3 11.4 1.3 44.7 10.5 Queue Length 50th (ft) 21 377 0 340 7 19 0 Queue Length 95th (ft) 42 449 m1 484 m13 47 51 Internal Link Dist (ft) 452 1814 619 Turn Bay Length (ft) 300 100 250 185 Base Capacity (vph) 265 2844 77 2182 907 203 358 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.71 0.04 0.69 0.10 0.14 0.32 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Long Bkgrd AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 1113 5 19 1940 44 16 2 11 14 0 68 Future Volume (veh/h) 50 1113 5 19 1940 44 16 2 11 14 0 68 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 1172 5 20 2042 21 17 2 12 15 0 19 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 191 2586 1153 445 2545 1135 79 174 147 74 171 145 Arrive On Green 0.07 1.00 1.00 0.02 0.72 0.72 0.02 0.09 0.09 0.02 0.00 0.09 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 53 1172 5 20 2042 21 17 2 12 15 0 19 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 0.9 0.0 0.0 0.4 46.0 0.5 0.6 0.1 0.8 0.5 0.0 1.3 Cycle Q Clear(g_c), s 0.9 0.0 0.0 0.4 46.0 0.5 0.6 0.1 0.8 0.5 0.0 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 191 2586 1153 445 2545 1135 79 174 147 74 171 145 V/C Ratio(X) 0.28 0.45 0.00 0.04 0.80 0.02 0.22 0.01 0.08 0.20 0.00 0.13 Avail Cap(c_a), veh/h 231 2586 1153 505 2545 1135 202 174 147 202 171 145 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.36 0.36 0.36 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.0 0.0 0.0 4.1 11.4 4.9 57.6 49.4 49.7 57.7 0.0 50.1 Incr Delay (d2), s/veh 0.7 0.5 0.0 0.0 1.0 0.0 1.4 0.1 1.1 1.3 0.0 1.9 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 0.2 0.0 0.1 14.5 0.1 0.3 0.1 0.4 0.2 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 15.7 0.5 0.0 4.1 12.4 4.9 58.9 49.5 50.8 59.0 0.0 52.0 LnGrp LOS B A A A B A E D D E D Approach Vol, veh/h 1230 2083 31 34 Approach Delay, s/veh 1.2 12.2 55.2 55.1 Approach LOS A B E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 91.3 6.7 15.0 8.3 90.0 6.6 15.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 78.0 6.0 10.0 6.0 78.0 6.0 10.0 Max Q Clear Time (g_c+I1), s 2.4 2.0 2.6 3.3 2.9 48.0 2.5 2.8 Green Ext Time (p_c), s 0.0 10.6 0.0 0.0 0.0 20.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 9.0 HCM 7th LOS A Timing Report, Sorted By Phase Long Bkgrd AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb am.syn Phase Number 1 2 3 4 5 6 7 8 Movement WBL EBTL NBL SBT EBL WBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 11 83 11 15 11 83 11 15 Maximum Split (%) 9.2% 69.2% 9.2% 12.5% 9.2% 69.2% 9.2% 12.5% Minimum Split (s) 11 15 11 15 11 15 11 15 Yellow Time (s) 3 3 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 116 7 90 101 116 7 90 101 End Time (s) 7 90 101 116 7 90 101 116 Yield/Force Off (s) 2 85 96 111 2 85 96 111 Yield/Force Off 170(s) 2 85 96 111 2 85 96 111 Local Start Time (s) 26 37 0 11 26 37 0 11 Local Yield (s) 32 115 6 21 32 115 6 21 Local Yield 170(s) 32 115 6 21 32 115 6 21 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 90 (75%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Long Bkgrd AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Group Flow (vph) 53 1172 5 20 2042 46 17 2 12 15 72 v/c Ratio 0.32 0.46 0.00 0.06 0.85 0.04 0.09 0.01 0.04 0.08 0.21 Control Delay (s/veh) 16.1 8.1 0.0 5.8 19.6 0.8 54.6 49.0 0.2 54.4 1.4 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 (s/veh) 16.1 8.1 0.0 5.8 19.6 0.8 54.6 49.0 0.2 54.4 1.4 Queue Length 50th (ft) 9 144 0 5 542 0 6 1 0 5 0 Queue Length 95th (ft) 41 255 m0 m6 657 m0 19 10 0 17 0 Internal Link Dist (ft) 1814 950 68 Turn Bay Length (ft) 300 200 420 300 300 300 300 300 Base Capacity (vph) 166 2524 1160 345 2394 1106 200 273 325 200 348 Starvation Cap Reductn 0 0 0 0 5 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.46 0.00 0.06 0.85 0.04 0.09 0.01 0.04 0.08 0.21 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Long Bkgrd PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 1886 3 19 1366 28 11 0 20 36 2 112 Future Volume (veh/h) 43 1886 3 19 1366 28 11 0 20 36 2 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 1985 3 20 1438 10 12 0 21 38 2 36 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 309 2552 1138 182 2518 1123 67 171 145 112 196 166 Arrive On Green 0.03 0.72 0.72 0.02 0.71 0.71 0.02 0.00 0.09 0.03 0.10 0.10 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 45 1985 3 20 1438 10 12 0 21 38 2 36 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 0.8 42.8 0.1 0.4 23.8 0.2 0.4 0.0 1.5 1.3 0.1 2.5 Cycle Q Clear(g_c), s 0.8 42.8 0.1 0.4 23.8 0.2 0.4 0.0 1.5 1.3 0.1 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 309 2552 1138 182 2518 1123 67 171 145 112 196 166 V/C Ratio(X) 0.15 0.78 0.00 0.11 0.57 0.01 0.18 0.00 0.14 0.34 0.01 0.22 Avail Cap(c_a), veh/h 352 2552 1138 243 2518 1123 202 171 145 202 196 166 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) 0.63 0.63 0.63 0.73 0.73 0.73 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.8 10.8 4.8 12.3 8.6 5.1 57.9 0.0 50.2 56.8 48.2 49.2 Incr Delay (d2), s/veh 0.1 1.5 0.0 0.2 0.7 0.0 1.3 0.0 2.1 1.8 0.1 3.0 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 0.2 13.7 0.0 0.2 7.7 0.1 0.2 0.0 0.7 0.6 0.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 6.9 12.3 4.8 12.5 9.3 5.1 59.2 0.0 52.3 58.6 48.2 52.2 LnGrp LOS A B A B A A E D E D D Approach Vol, veh/h 2033 1468 33 76 Approach Delay, s/veh 12.2 9.3 54.8 55.3 Approach LOS B A D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 90.2 6.3 16.6 8.1 89.0 7.9 15.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 78.0 6.0 10.0 6.0 78.0 6.0 10.0 Max Q Clear Time (g_c+I1), s 2.4 44.8 2.4 4.5 2.8 25.8 3.3 3.5 Green Ext Time (p_c), s 0.0 20.5 0.0 0.0 0.0 14.6 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 12.3 HCM 7th LOS B Timing Report, Sorted By Phase Long Bkgrd PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb pm.syn Phase Number 1 2 3 4 5 6 7 8 Movement WBL EBTL NBL SBT EBL WBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 11 83 11 15 11 83 11 15 Maximum Split (%) 9.2% 69.2% 9.2% 12.5% 9.2% 69.2% 9.2% 12.5% Minimum Split (s) 11 15 11 15 11 15 11 15 Yellow Time (s) 3 3 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 109 0 83 94 109 0 83 94 End Time (s) 0 83 94 109 0 83 94 109 Yield/Force Off (s) 115 78 89 104 115 78 89 104 Yield/Force Off 170(s) 115 78 89 104 115 78 89 104 Local Start Time (s) 26 37 0 11 26 37 0 11 Local Yield (s) 32 115 6 21 32 115 6 21 Local Yield 170(s) 32 115 6 21 32 115 6 21 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 83 (69%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Long Bkgrd PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Lane Group Flow (vph) 45 1985 3 20 1438 29 12 21 38 2 118 v/c Ratio 0.18 0.79 0.00 0.12 0.60 0.03 0.06 0.07 0.19 0.01 0.36 Control Delay (s/veh) 7.5 20.8 0.0 5.5 10.7 0.0 54.2 0.5 56.3 49.0 12.3 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay (s/veh) 7.5 21.1 0.0 5.5 10.7 0.0 54.2 0.5 56.6 49.0 12.3 Queue Length 50th (ft) 11 588 0 3 241 0 4 0 14 1 0 Queue Length 95th (ft) m18 682 m0 m7 m325 m0 14 0 33 10 57 Internal Link Dist (ft) 1814 950 517 Turn Bay Length (ft) 300 200 420 300 300 300 300 300 Base Capacity (vph) 249 2524 1160 168 2395 1106 200 308 200 273 332 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 130 0 0 0 0 0 0 33 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.83 0.00 0.12 0.60 0.03 0.06 0.07 0.23 0.01 0.36 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. APPENDIX F HCM 7th Signalized Intersection Summary Short Total AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 893 12 6 1613 56 0 0 0 47 6 109 Future Volume (veh/h) 54 893 12 6 1613 56 0 0 0 47 6 109 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 57 940 13 6 1698 59 0 0 0 49 6 46 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 60 1626 22 475 1527 53 0 118 0 135 10 100 Arrive On Green 0.85 0.85 0.85 1.00 1.00 1.00 0.00 0.00 0.00 0.06 0.06 0.06 Sat Flow, veh/h 273 1913 26 589 1797 62 0 1870 0 1245 152 1585 Grp Volume(v), veh/h 57 0 953 6 0 1757 0 0 0 55 0 46 Grp Sat Flow(s),veh/h/ln 273 0 1940 589 0 1859 0 1870 0 1398 0 1585 Q Serve(g_s), s 0.0 0.0 17.4 0.2 0.0 102.0 0.0 0.0 0.0 4.6 0.0 3.4 Cycle Q Clear(g_c), s 102.0 0.0 17.4 17.6 0.0 102.0 0.0 0.0 0.0 4.6 0.0 3.4 Prop In Lane 1.00 0.01 1.00 0.03 0.00 0.00 0.89 1.00 Lane Grp Cap(c), veh/h 60 0 1648 475 0 1580 0 118 0 145 0 100 V/C Ratio(X) 0.95 0.00 0.58 0.01 0.00 1.11 0.00 0.00 0.00 0.38 0.00 0.46 Avail Cap(c_a), veh/h 60 0 1648 475 0 1580 0 288 0 266 0 238 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 60.0 0.0 2.7 1.5 0.0 0.0 0.0 0.0 0.0 54.9 0.0 54.3 Incr Delay (d2), s/veh 102.6 0.0 1.5 0.0 0.0 60.0 0.0 0.0 0.0 1.6 0.0 3.3 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 3.4 0.0 3.4 0.0 0.0 26.3 0.0 0.0 0.0 1.7 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 162.6 0.0 4.2 1.6 0.0 60.0 0.0 0.0 0.0 56.5 0.0 57.6 LnGrp LOS F A A F E E Approach Vol, veh/h 1010 1763 0 101 Approach Delay, s/veh 13.1 59.8 0.0 57.0 Approach LOS B E E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 107.5 12.5 107.5 12.5 Change Period (Y+Rc), s * 6.5 6.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 90.5 * 18 Max Q Clear Time (g_c+I1), s 104.0 6.6 104.0 0.0 Green Ext Time (p_c), s 0.0 0.2 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 43.3 HCM 7th LOS D Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Short Total AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st am.syn Phase Number 2 4 6 8 Movement EBTL SBTL WBTL NBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 97 23 97 23 Maximum Split (%) 80.8% 19.2% 80.8% 19.2% Minimum Split (s) 22.5 15 21.5 23 Yellow Time (s) 4.5 4 4.5 3 All-Red Time (s) 1 2 2 2.5 Minimum Initial (s) 14 4 4.5 4 Vehicle Extension (s) 3 3 3 3 Minimum Gap (s) 3 3 3 3 Time Before Reduce (s)0 0 0 0 Time To Reduce (s)0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 87.5 64.5 87.5 64.5 End Time (s) 64.5 87.5 64.5 87.5 Yield/Force Off (s) 59 81.5 58 82 Yield/Force Off 170(s) 49 81.5 58 72 Local Start Time (s) 23 0 23 0 Local Yield (s) 114.5 17 113.5 17.5 Local Yield 170(s) 104.5 17 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 64.5 (54%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Short Total AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st am.syn Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph) 57 953 6 1757 55 115 v/c Ratio 0.92 0.58 0.02 1.20 0.47 0.56 Control Delay (s/veh) 114.5 5.8 5.7 128.0 62.7 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 114.5 5.8 5.7 128.0 62.7 38.0 Queue Length 50th (ft) 24 195 1 ~1632 41 44 Queue Length 95th (ft) #88 353 m3 #1957 82 102 Internal Link Dist (ft) 452 853 619 Turn Bay Length (ft) 300 100 185 Base Capacity (vph) 62 1631 369 1460 181 284 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.58 0.02 1.20 0.30 0.40 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Short Total PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 1578 11 2 1164 79 0 0 0 46 0 79 Future Volume (veh/h) 88 1578 11 2 1164 79 0 0 0 46 0 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 97 1734 12 2 1279 87 0 0 0 51 0 14 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 401 1652 11 60 1482 101 0 105 0 137 0 89 Arrive On Green 0.86 0.86 0.86 1.00 1.00 1.00 0.00 0.00 0.00 0.06 0.00 0.06 Sat Flow, veh/h 398 1929 13 276 1731 118 0 1870 0 1361 0 1585 Grp Volume(v), veh/h 97 0 1746 2 0 1366 0 0 0 51 0 14 Grp Sat Flow(s),veh/h/ln 398 0 1942 276 0 1849 0 1870 0 1361 0 1585 Q Serve(g_s), s 5.6 0.0 102.7 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 1.0 Cycle Q Clear(g_c), s 5.6 0.0 102.7 102.7 0.0 0.0 0.0 0.0 0.0 4.4 0.0 1.0 Prop In Lane 1.00 0.01 1.00 0.06 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 401 0 1663 60 0 1583 0 105 0 137 0 89 V/C Ratio(X) 0.24 0.00 1.05 0.03 0.00 0.86 0.00 0.00 0.00 0.37 0.00 0.16 Avail Cap(c_a), veh/h 401 0 1663 60 0 1583 0 288 0 264 0 238 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 1.6 0.0 8.6 51.4 0.0 0.0 0.0 0.0 0.0 55.5 0.0 53.9 Incr Delay (d2), s/veh 1.4 0.0 36.4 1.0 0.0 6.5 0.0 0.0 0.0 1.7 0.0 0.8 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 0.3 0.0 31.2 0.1 0.0 2.8 0.0 0.0 0.0 1.6 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 3.1 0.0 45.1 52.4 0.0 6.5 0.0 0.0 0.0 57.2 0.0 54.7 LnGrp LOS A F D A E D Approach Vol, veh/h 1843 1368 0 65 Approach Delay, s/veh 42.8 6.5 0.0 56.7 Approach LOS D A E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 108.2 11.8 108.2 11.8 Change Period (Y+Rc), s * 6.5 6.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 90.5 * 18 Max Q Clear Time (g_c+I1), s 104.7 6.4 104.7 0.0 Green Ext Time (p_c), s 0.0 0.1 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 28.0 HCM 7th LOS C Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Short Total PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st pm.syn Phase Number 2 4 6 8 Movement EBTL SBTL WBTL NBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 97 23 97 23 Maximum Split (%) 80.8% 19.2% 80.8% 19.2% Minimum Split (s) 22.5 15 21.5 23 Yellow Time (s) 4.5 4 4.5 3 All-Red Time (s) 1 2 2 2.5 Minimum Initial (s) 14 4 4.5 4 Vehicle Extension (s) 3 3 3 3 Minimum Gap (s) 3 3 3 3 Time Before Reduce (s)0 0 0 0 Time To Reduce (s)0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 87.5 64.5 87.5 64.5 End Time (s) 64.5 87.5 64.5 87.5 Yield/Force Off (s) 59 81.5 58 82 Yield/Force Off 170(s) 49 81.5 58 72 Local Start Time (s) 23 0 23 0 Local Yield (s) 114.5 17 113.5 17.5 Local Yield 170(s) 104.5 17 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 150 Offset: 64.5 (54%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Short Total PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st pm.syn Lane Group EBL EBT WBL WBT SBT SBR Lane Group Flow (vph) 97 1746 2 1366 51 87 v/c Ratio 0.82 1.06 0.03 0.94 0.44 0.38 Control Delay (s/veh) 60.7 55.0 7.0 41.8 62.2 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 60.7 55.0 7.0 41.8 62.2 14.8 Queue Length 50th (ft) 31 ~1494 0 1006 38 0 Queue Length 95th (ft) #90 #1829 m2 #1310 77 48 Internal Link Dist (ft) 452 853 619 Turn Bay Length (ft) 300 100 185 Base Capacity (vph) 118 1640 60 1460 183 311 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.82 1.06 0.03 0.94 0.28 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Short Total AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 153 776 3 14 1424 113 12 1 8 191 0 125 Future Volume (veh/h) 153 776 3 14 1424 113 12 1 8 191 0 125 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 161 817 3 15 1499 61 13 1 8 201 0 48 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 270 1202 4 344 2163 965 238 28 124 392 436 370 Arrive On Green 0.06 0.65 0.65 0.02 0.61 0.61 0.23 0.23 0.23 0.23 0.00 0.23 Sat Flow, veh/h 1781 1862 7 1781 3554 1585 815 118 533 1406 1870 1585 Grp Volume(v), veh/h 161 0 820 15 1499 61 22 0 0 201 0 48 Grp Sat Flow(s),veh/h/ln 1781 0 1869 1781 1777 1585 1466 0 0 1406 1870 1585 Q Serve(g_s), s 3.8 0.0 33.3 0.4 34.3 1.9 0.0 0.0 0.0 13.8 0.0 2.9 Cycle Q Clear(g_c), s 3.8 0.0 33.3 0.4 34.3 1.9 1.2 0.0 0.0 15.0 0.0 2.9 Prop In Lane 1.00 0.00 1.00 1.00 0.59 0.36 1.00 1.00 Lane Grp Cap(c), veh/h 270 0 1206 344 2163 965 390 0 0 392 436 370 V/C Ratio(X) 0.60 0.00 0.68 0.04 0.69 0.06 0.06 0.00 0.00 0.51 0.00 0.13 Avail Cap(c_a), veh/h 375 0 1206 409 2163 965 390 0 0 392 436 370 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 0.00 1.00 0.70 0.70 0.70 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.3 0.0 13.5 11.8 15.9 9.6 35.7 0.0 0.0 40.9 0.0 36.4 Incr Delay (d2), s/veh 2.1 0.0 3.1 0.0 1.3 0.1 0.3 0.0 0.0 4.7 0.0 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 2.2 0.0 13.1 0.1 12.7 0.6 0.5 0.0 0.0 5.8 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.4 0.0 16.6 11.9 17.2 9.6 36.0 0.0 0.0 45.6 0.0 37.1 LnGrp LOS B B B B A D D D Approach Vol, veh/h 981 1575 22 249 Approach Delay, s/veh 17.0 16.9 36.0 44.0 Approach LOS B B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 81.4 32.0 11.0 77.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 72.0 27.0 13.0 65.0 27.0 Max Q Clear Time (g_c+I1), s 2.4 35.3 17.0 5.8 36.3 3.2 Green Ext Time (p_c), s 0.0 6.4 0.5 0.2 13.1 0.1 Intersection Summary HCM 7th Control Delay, s/veh 19.5 HCM 7th LOS B Timing Report, Sorted By Phase Short Total AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st am.syn Phase Number 1 2 4 5 6 8 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 11 77 32 18 70 32 Maximum Split (%) 9.2% 64.2% 26.7% 15.0% 58.3% 26.7% Minimum Split (s) 11 15 15 11 15 15 Yellow Time (s) 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 2 13 90 2 20 90 End Time (s) 13 90 2 20 90 2 Yield/Force Off (s) 8 85 117 15 85 117 Yield/Force Off 170(s) 8 85 117 15 85 117 Local Start Time (s) 32 43 0 32 50 0 Local Yield (s) 38 115 27 45 115 27 Local Yield 170(s) 38 115 27 45 115 27 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 90 (75%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Short Total AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st am.syn Lane Group EBL EBT WBL WBT WBR NBT SBL SBR Lane Group Flow (vph) 161 820 15 1499 119 22 201 132 v/c Ratio 0.63 0.66 0.04 0.74 0.12 0.06 0.62 0.28 Control Delay (s/veh) 24.5 14.3 4.4 9.9 0.8 26.8 51.0 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 24.5 14.3 4.4 9.9 0.8 26.8 51.0 6.4 Queue Length 50th (ft) 33 336 0 144 1 8 141 0 Queue Length 95th (ft) 105 598 m5 234 6 31 225 42 Internal Link Dist (ft) 880 950 68 Turn Bay Length (ft) 140 420 300 300 300 Base Capacity (vph) 291 1234 348 2024 956 377 322 479 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.66 0.04 0.74 0.12 0.06 0.62 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Short Total PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 1353 2 14 1015 164 8 0 15 178 1 157 Future Volume (veh/h) 262 1353 2 14 1015 164 8 0 15 178 1 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 282 1455 2 15 1091 111 9 0 16 191 1 169 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 502 1314 2 98 2294 1023 116 18 165 309 327 277 Arrive On Green 0.11 0.94 0.94 0.04 1.00 1.00 0.17 0.00 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 1867 3 1781 3554 1585 428 101 941 1397 1870 1585 Grp Volume(v), veh/h 282 0 1457 15 1091 111 25 0 0 191 1 169 Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 1777 1585 1470 0 0 1397 1870 1585 Q Serve(g_s), s 6.0 0.0 84.4 0.3 0.0 0.0 0.0 0.0 0.0 13.7 0.1 11.8 Cycle Q Clear(g_c), s 6.0 0.0 84.4 0.3 0.0 0.0 1.5 0.0 0.0 15.2 0.1 11.8 Prop In Lane 1.00 0.00 1.00 1.00 0.36 0.64 1.00 1.00 Lane Grp Cap(c), veh/h 502 0 1316 98 2294 1023 298 0 0 309 327 277 V/C Ratio(X) 0.56 0.00 1.11 0.15 0.48 0.11 0.08 0.00 0.00 0.62 0.00 0.61 Avail Cap(c_a), veh/h 613 0 1316 164 2294 1023 298 0 0 309 327 277 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.70 0.70 0.70 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 4.7 0.0 3.9 31.0 0.0 0.0 41.5 0.0 0.0 46.9 40.9 45.7 Incr Delay (d2), s/veh 1.0 0.0 59.8 0.5 0.5 0.1 0.6 0.0 0.0 8.9 0.0 9.6 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 1.8 0.0 24.0 0.3 0.2 0.0 0.7 0.0 0.0 6.2 0.0 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 5.7 0.0 63.6 31.5 0.5 0.1 42.0 0.0 0.0 55.9 40.9 55.3 LnGrp LOS A F C A A D E D E Approach Vol, veh/h 1739 1217 25 361 Approach Delay, s/veh 54.2 0.8 42.0 55.6 Approach LOS D A D E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 88.4 25.0 13.5 81.5 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 79.0 20.0 16.0 69.0 20.0 Max Q Clear Time (g_c+I1), s 2.3 86.4 17.2 8.0 2.0 3.5 Green Ext Time (p_c), s 0.0 0.0 0.3 0.5 9.9 0.1 Intersection Summary HCM 7th Control Delay, s/veh 34.8 HCM 7th LOS C Timing Report, Sorted By Phase Short Total PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st pm.syn Phase Number 1 2 4 5 6 8 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max Max None C-Max Max Maximum Split (s) 11 84 25 21 74 25 Maximum Split (%) 9.2% 70.0% 20.8% 17.5% 61.7% 20.8% Minimum Split (s) 11 15 15 11 15 15 Yellow Time (s) 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 6 17 101 6 27 101 End Time (s) 17 101 6 27 101 6 Yield/Force Off (s) 12 96 1 22 96 1 Yield/Force Off 170(s) 12 96 1 22 96 1 Local Start Time (s) 25 36 0 25 46 0 Local Yield (s) 31 115 20 41 115 20 Local Yield 170(s) 31 115 20 41 115 20 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 140 Offset: 101 (84%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Short Total PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report st pm.syn Lane Group EBL EBT WBL WBT WBR NBT SBL SBT SBR Lane Group Flow (vph) 282 1457 15 1091 176 25 191 1 169 v/c Ratio 0.68 1.08 0.09 0.50 0.17 0.07 0.79 0.00 0.41 Control Delay (s/veh) 7.0 56.7 3.1 4.5 0.4 0.3 71.2 41.0 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 7.0 56.7 3.1 4.5 0.4 0.3 71.2 41.0 9.5 Queue Length 50th (ft) 32 ~1225 1 36 0 0 143 1 0 Queue Length 95th (ft) m22 m#1251 m3 113 4 0 #263 6 60 Internal Link Dist (ft) 880 950 68 304 Turn Bay Length (ft) 140 420 300 300 300 Base Capacity (vph) 470 1344 166 2197 1049 368 241 326 416 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 1.08 0.09 0.50 0.17 0.07 0.79 0.00 0.41 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th TWSC Short Total AM 9: Prospect & Access A Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report st am.syn Intersection Int Delay, s/veh 12.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 940 1567 12 0 126 Future Vol, veh/h 0 940 1567 12 0 126 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1044 1741 13 0 140 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1741 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - - 0 ~ 108 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- - - - ~ 108 Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 261.75 HCM LOS F Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 108 HCM Lane V/C Ratio - - - 1.301 HCM Ctrl Dly (s/v) - - - 261.7 HCM Lane LOS - - - F HCM 95th %tile Q(veh) - - - 9.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC Short Total PM 9: Prospect & Access A Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report st pm.syn Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 1624 1178 35 0 79 Future Vol, veh/h 0 1624 1178 35 0 79 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1804 1309 39 0 88 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 1309 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - - 0 195 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- - - - 195 Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 37.86 HCM LOS E Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity (veh/h) - - - 195 HCM Lane V/C Ratio - - - 0.451 HCM Ctrl Dly (s/v) - - - 37.9 HCM Lane LOS - - - E HCM 95th %tile Q(veh) - - - 2.1 HCM 7th TWSC Short Total AM 7: SW Frontage Rd. & Access C Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report st am.syn Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 67 144 123 0 316 Future Vol, veh/h 0 67 144 123 0 316 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 74 160 137 0 351 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 160 0 0 - - Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 885 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 885 - - - - Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach WB NB SB HCM Ctrl Dly, s/v 9.44 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 885 - HCM Lane V/C Ratio - - 0.084 - HCM Ctrl Dly (s/v) - - 9.4 - HCM Lane LOS - - A - HCM 95th %tile Q(veh) - - 0.3 - HCM 7th TWSC Short Total PM 7: SW Frontage Rd. & Access C Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report st pm.syn Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 77 285 141 0 336 Future Vol, veh/h 0 77 285 141 0 336 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 0 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 86 317 157 0 373 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 317 0 0 - - Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 724 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 724 - - - - Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach WB NB SB HCM Ctrl Dly, s/v 10.64 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 724 - HCM Lane V/C Ratio - - 0.118 - HCM Ctrl Dly (s/v) - - 10.6 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.4 - HCM 7th Roundabout Short Total AM 2: SW Frontage Rd. & Access E/Access F Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report st am.syn Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 170 69 235 89 Demand Flow Rate, veh/h 174 70 240 90 Vehicles Circulating, veh/h 151 267 38 222 Vehicles Exiting, veh/h 161 11 287 115 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.4 4.1 4.3 4.0 Approach LOS A A A A 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 A (Intercept) 1380 1380 1380 1380 B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3 Entry Flow, veh/h 174 70 240 90 Cap Entry Lane, veh/h 1183 1051 1327 1100 Entry HV Adj Factor 0.977 0.986 0.980 0.985 Flow Entry, veh/h 170 69 235 89 Cap Entry, veh/h 1156 1036 1301 1083 V/C Ratio 0.147 0.067 0.181 0.082 Control Delay, s/veh 4.4 4.1 4.3 4.0 LOS A A A A 95th %tile Queue, veh 1 0 1 0 HCM 7th Roundabout Short Total PM 2: SW Frontage Rd. & Access E/Access F Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report st pm.syn Intersection Intersection Delay, s/veh 5.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 109 80 403 172 Demand Flow Rate, veh/h 111 82 411 175 Vehicles Circulating, veh/h 228 428 39 426 Vehicles Exiting, veh/h 373 22 300 84 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.2 5.0 5.6 6.1 Approach LOS A A A A 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 A (Intercept) 1380 1380 1380 1380 B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3 Entry Flow, veh/h 111 82 411 175 Cap Entry Lane, veh/h 1094 892 1326 894 Entry HV Adj Factor 0.982 0.976 0.980 0.980 Flow Entry, veh/h 109 80 403 172 Cap Entry, veh/h 1074 870 1299 876 V/C Ratio 0.102 0.092 0.310 0.196 Control Delay, s/veh 4.2 5.0 5.6 6.1 LOS A A A A 95th %tile Queue, veh 0 0 1 1 APPENDIX G HCM 7th Signalized Intersection Summary Long Total AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 1259 16 8 2136 67 0 0 0 68 8 147 Future Volume (veh/h) 73 1259 16 8 2136 67 0 0 0 68 8 147 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 77 1325 17 8 2248 71 0 0 0 72 8 73 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 249 3100 40 360 2692 1153 0 154 0 161 12 131 Arrive On Green 0.04 0.83 0.83 1.00 1.00 1.00 0.00 0.00 0.00 0.08 0.08 0.08 Sat Flow, veh/h 1781 3735 48 407 3554 1522 0 1870 0 1255 139 1585 Grp Volume(v), veh/h 77 655 687 8 2248 71 0 0 0 80 0 73 Grp Sat Flow(s),veh/h/ln 1781 1848 1935 407 1777 1522 0 1870 0 1395 0 1585 Q Serve(g_s), s 1.0 11.2 11.2 0.1 0.0 0.0 0.0 0.0 0.0 6.7 0.0 5.3 Cycle Q Clear(g_c), s 1.0 11.2 11.2 2.6 0.0 0.0 0.0 0.0 0.0 6.7 0.0 5.3 Prop In Lane 1.00 0.02 1.00 1.00 0.00 0.00 0.90 1.00 Lane Grp Cap(c), veh/h 249 1534 1606 360 2692 1153 0 154 0 172 0 131 V/C Ratio(X) 0.31 0.43 0.43 0.02 0.84 0.06 0.00 0.00 0.00 0.46 0.00 0.56 Avail Cap(c_a), veh/h 283 1534 1606 360 2692 1153 0 288 0 266 0 238 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.2 2.7 2.7 0.0 0.0 0.0 0.0 0.0 0.0 53.6 0.0 52.9 Incr Delay (d2), s/veh 0.7 0.9 0.8 0.1 3.2 0.1 0.0 0.0 0.0 1.9 0.0 3.7 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 0.3 2.5 2.6 0.0 1.2 0.0 0.0 0.0 0.0 2.4 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.9 3.6 3.5 0.1 3.2 0.1 0.0 0.0 0.0 55.5 0.0 56.6 LnGrp LOS A A A A A A E E Approach Vol, veh/h 1419 2327 0 153 Approach Delay, s/veh 3.5 3.1 0.0 56.1 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 105.1 14.9 8.7 96.4 14.9 Change Period (Y+Rc), s * 6.5 6.0 5.0 6.5 * 6 Max Green Setting (Gmax), s * 92 17.0 6.0 79.5 * 18 Max Q Clear Time (g_c+I1), s 13.2 8.7 3.0 4.6 0.0 Green Ext Time (p_c), s 5.5 0.3 0.0 21.1 0.0 Intersection Summary HCM 7th Control Delay, s/veh 5.3 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Long Total AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt am.syn Phase Number 2 4 5 6 8 Movement EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode C-Max None None C-Max None Maximum Split (s) 97 23 11 86 23 Maximum Split (%) 80.8% 19.2% 9.2% 71.7% 19.2% Minimum Split (s) 22.5 15 11 21.5 23 Yellow Time (s) 4.5 4 3 4.5 3 All-Red Time (s) 1 2 2 2 2.5 Minimum Initial (s) 14 4 4 4.5 4 Vehicle Extension (s) 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 29.5 6.5 29.5 40.5 6.5 End Time (s) 6.5 29.5 40.5 6.5 29.5 Yield/Force Off (s) 1 23.5 35.5 0 24 Yield/Force Off 170(s) 111 23.5 35.5 0 14 Local Start Time (s) 23 0 23 34 0 Local Yield (s) 114.5 17 29 113.5 17.5 Local Yield 170(s) 104.5 17 29 113.5 7.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 6.5 (5%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Long Total AM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt am.syn Lane Group EBL EBT WBL WBT WBR SBT SBR Lane Group Flow (vph) 77 1342 8 2248 71 80 155 v/c Ratio 0.46 0.44 0.03 0.91 0.07 0.58 0.60 Control Delay (s/veh) 21.9 4.3 1.5 8.0 0.1 66.3 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 21.9 4.3 1.5 8.0 0.1 66.3 32.4 Queue Length 50th (ft) 10 134 0 61 0 59 49 Queue Length 95th (ft) 60 196 m1 m#1003 m0 110 116 Internal Link Dist (ft) 452 853 619 Turn Bay Length (ft) 300 100 250 185 Base Capacity (vph) 169 3037 264 2467 1010 180 311 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.44 0.03 0.91 0.07 0.44 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Long Total PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 2119 14 3 1620 114 0 0 0 62 0 107 Future Volume (veh/h) 118 2119 14 3 1620 114 0 0 0 62 0 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.04 0.96 1.00 1.00 0.96 0.96 1.00 0.96 1.00 0.96 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 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 1945 1796 1870 1870 1796 1796 1870 1796 1870 1796 1870 Adj Flow Rate, veh/h 124 2231 15 3 1705 120 0 0 0 65 0 31 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 307 2702 18 112 2265 970 0 363 0 324 0 308 Arrive On Green 0.05 0.72 0.72 1.00 1.00 1.00 0.00 0.00 0.00 0.19 0.00 0.19 Sat Flow, veh/h 1781 3763 25 169 3554 1522 0 1870 0 1361 0 1585 Grp Volume(v), veh/h 124 1094 1152 3 1705 120 0 0 0 65 0 31 Grp Sat Flow(s),veh/h/ln 1781 1848 1940 169 1777 1522 0 1870 0 1361 0 1585 Q Serve(g_s), s 2.7 49.1 49.4 1.1 0.0 0.0 0.0 0.0 0.0 4.8 0.0 1.9 Cycle Q Clear(g_c), s 2.7 49.1 49.4 40.9 0.0 0.0 0.0 0.0 0.0 4.9 0.0 1.9 Prop In Lane 1.00 0.01 1.00 1.00 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 307 1327 1393 112 2265 970 0 363 0 324 0 308 V/C Ratio(X) 0.40 0.82 0.83 0.03 0.75 0.12 0.00 0.00 0.00 0.20 0.00 0.10 Avail Cap(c_a), veh/h 356 1394 1463 112 2265 970 0 363 0 324 0 308 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 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 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.8 11.7 11.7 10.6 0.0 0.0 0.0 0.0 0.0 40.9 0.0 39.7 Incr Delay (d2), s/veh 0.9 4.0 3.9 0.4 2.4 0.3 0.0 0.0 0.0 1.4 0.0 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 0.9 17.2 18.1 0.0 0.7 0.1 0.0 0.0 0.0 1.7 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 6.6 15.7 15.6 11.1 2.4 0.3 0.0 0.0 0.0 42.3 0.0 40.4 LnGrp LOS A B B B A A D D Approach Vol, veh/h 2370 1828 0 96 Approach Delay, s/veh 15.2 2.2 0.0 41.7 Approach LOS B A D Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 91.7 28.3 9.7 82.0 28.3 Change Period (Y+Rc), s * 6.5 6.0 5.0 6.5 * 6 Max Green Setting (Gmax), s * 90 19.0 8.0 75.5 * 20 Max Q Clear Time (g_c+I1), s 51.4 6.9 4.7 42.9 0.0 Green Ext Time (p_c), s 15.2 0.2 0.1 10.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 10.3 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Timing Report, Sorted By Phase Long Total PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt pm.syn Phase Number 2 4 5 6 8 Movement EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Max C-Max Maximum Split (s) 95 25 13 82 25 Maximum Split (%) 79.2% 20.8% 10.8% 68.3% 20.8% Minimum Split (s) 22.5 15 11 21.5 23 Yellow Time (s) 4.5 4 3 4.5 3 All-Red Time (s) 1 2 2 2 2.5 Minimum Initial (s) 14 4 4 4.5 4 Vehicle Extension (s) 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 Walk Time (s) 7 7 Flash Don't Walk (s) 10 10 Dual Entry Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time (s) 29.5 4.5 29.5 42.5 4.5 End Time (s) 4.5 29.5 42.5 4.5 29.5 Yield/Force Off (s) 119 23.5 37.5 118 24 Yield/Force Off 170(s) 109 23.5 37.5 118 14 Local Start Time (s) 6 101 6 19 101 Local Yield (s) 95.5 0 14 94.5 0.5 Local Yield 170(s) 85.5 0 14 94.5 110.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 23.5 (20%), Referenced to phase 4:SBTL and 8:NBTL, Start of Yellow Splits and Phases: 150: Hageman's/Summit View & Prospect Queues Long Total PM 150: Hageman's/Summit View & Prospect Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt pm.syn Lane Group EBL EBT WBL WBT WBR SBT SBR Lane Group Flow (vph) 124 2246 3 1705 120 65 113 v/c Ratio 0.57 0.79 0.05 0.78 0.13 0.32 0.32 Control Delay (s/veh) 22.4 11.6 5.7 7.1 0.3 49.0 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 22.4 11.6 5.7 7.1 0.3 49.0 10.5 Queue Length 50th (ft) 21 477 0 72 0 45 0 Queue Length 95th (ft) 83 572 m1 136 m0 90 51 Internal Link Dist (ft) 452 853 619 Turn Bay Length (ft) 300 100 250 185 Base Capacity (vph) 220 2844 59 2183 919 203 358 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.79 0.05 0.78 0.13 0.32 0.32 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Long Total AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 1058 5 19 1915 245 16 2 11 233 0 170 Future Volume (veh/h) 210 1058 5 19 1915 245 16 2 11 233 0 170 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 1114 5 20 2016 159 17 2 12 245 0 43 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 255 2341 1044 394 2048 913 79 171 145 317 300 255 Arrive On Green 0.21 1.00 1.00 0.02 0.58 0.58 0.02 0.09 0.09 0.09 0.00 0.16 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 221 1114 5 20 2016 159 17 2 12 245 0 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 9.8 0.0 0.0 0.5 66.7 5.7 0.6 0.1 0.8 8.3 0.0 2.8 Cycle Q Clear(g_c), s 9.8 0.0 0.0 0.5 66.7 5.7 0.6 0.1 0.8 8.3 0.0 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 255 2341 1044 394 2048 913 79 171 145 317 300 255 V/C Ratio(X) 0.87 0.48 0.00 0.05 0.98 0.17 0.22 0.01 0.08 0.77 0.00 0.17 Avail Cap(c_a), veh/h 257 2341 1044 454 2048 913 202 171 145 317 300 255 HCM Platoon Ratio 2.00 2.00 2.00 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 0.36 0.36 0.36 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 0.0 0.0 9.7 24.9 12.0 57.6 49.6 49.9 53.3 0.0 43.5 Incr Delay (d2), s/veh 25.5 0.7 0.0 0.0 8.9 0.1 1.4 0.1 1.1 11.3 0.0 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 7.3 0.2 0.0 0.2 27.1 2.0 0.3 0.1 0.4 4.1 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 59.6 0.7 0.0 9.7 33.8 12.1 58.9 49.7 51.0 64.5 0.0 44.9 LnGrp LOS E A A A C B E D D E D Approach Vol, veh/h 1340 2195 31 288 Approach Delay, s/veh 10.4 32.0 55.3 61.6 Approach LOS B C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 83.1 6.7 23.3 16.9 73.1 15.0 15.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 74.0 6.0 14.0 12.0 68.0 10.0 10.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 2.6 4.8 11.8 68.7 10.3 2.8 Green Ext Time (p_c), s 0.0 9.7 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 26.9 HCM 7th LOS C Timing Report, Sorted By Phase Long Total AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt am.syn Phase Number 1 2 3 4 5 6 7 8 Movement WBL EBTL NBL SBT EBL WBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 11 79 11 19 17 73 15 15 Maximum Split (%) 9.2% 65.8% 9.2% 15.8% 14.2% 60.8% 12.5% 12.5% Minimum Split (s) 11 15 11 15 11 15 11 15 Yellow Time (s) 3 3 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 0 11 90 101 0 17 90 105 End Time (s) 11 90 101 0 17 90 105 0 Yield/Force Off (s) 6 85 96 115 12 85 100 115 Yield/Force Off 170(s) 6 85 96 115 12 85 100 115 Local Start Time (s) 30 41 0 11 30 47 0 15 Local Yield (s) 36 115 6 25 42 115 10 25 Local Yield 170(s) 36 115 6 25 42 115 10 25 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 90 (75%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Long Total AM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Group Flow (vph) 221 1114 5 20 2016 258 17 2 12 245 179 v/c Ratio 0.88 0.46 0.00 0.06 0.99 0.26 0.09 0.01 0.04 0.78 0.43 Control Delay (s/veh) 59.8 9.6 0.0 7.5 35.4 6.0 54.6 50.0 0.3 71.0 13.9 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 (s/veh) 59.8 9.6 0.0 7.5 35.4 6.0 54.6 50.0 0.3 71.0 13.9 Queue Length 50th (ft) 117 154 0 6 557 23 6 1 0 97 14 Queue Length 95th (ft) #258 261 m0 m7 #975 m57 19 10 0 #157 86 Internal Link Dist (ft) 880 950 68 Turn Bay Length (ft) 300 200 420 300 300 300 300 300 Base Capacity (vph) 256 2406 1111 344 2042 1008 200 170 285 314 413 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.46 0.00 0.06 0.99 0.26 0.09 0.01 0.04 0.78 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary Long Total PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 253 1790 3 19 1330 325 11 0 20 398 2 322 Future Volume (veh/h) 253 1790 3 19 1330 325 11 0 20 398 2 322 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 266 1884 3 20 1400 155 12 0 21 419 2 199 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 304 2124 948 138 1868 833 67 178 151 516 421 357 Arrive On Green 0.10 0.60 0.60 0.02 0.53 0.53 0.02 0.00 0.10 0.15 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 266 1884 3 20 1400 155 12 0 21 419 2 199 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 8.6 54.5 0.1 0.6 37.0 6.2 0.4 0.0 1.5 14.1 0.1 13.4 Cycle Q Clear(g_c), s 8.6 54.5 0.1 0.6 37.0 6.2 0.4 0.0 1.5 14.1 0.1 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 304 2124 948 138 1868 833 67 178 151 516 421 357 V/C Ratio(X) 0.87 0.89 0.00 0.14 0.75 0.19 0.18 0.00 0.14 0.81 0.00 0.56 Avail Cap(c_a), veh/h 310 2124 948 199 1868 833 202 178 151 662 421 357 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 0.73 0.73 0.73 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 20.7 9.7 21.8 22.3 15.0 57.9 0.0 49.8 49.4 36.1 41.2 Incr Delay (d2), s/veh 22.7 5.9 0.0 0.3 2.1 0.4 1.3 0.0 1.9 6.0 0.0 6.2 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 5.8 21.5 0.0 0.2 14.7 2.3 0.2 0.0 0.7 6.5 0.0 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.4 26.6 9.7 22.2 24.3 15.3 59.2 0.0 51.7 55.4 36.1 47.4 LnGrp LOS D C A C C B E D E D D Approach Vol, veh/h 2153 1575 33 620 Approach Delay, s/veh 29.3 23.4 54.4 52.8 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 75.7 6.3 31.0 15.6 67.1 21.9 15.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 62.0 6.0 26.0 11.0 57.0 22.0 10.0 Max Q Clear Time (g_c+I1), s 2.6 56.5 2.4 15.4 10.6 39.0 16.1 3.5 Green Ext Time (p_c), s 0.0 4.7 0.0 0.5 0.0 9.7 0.8 0.0 Intersection Summary HCM 7th Control Delay, s/veh 30.7 HCM 7th LOS C Timing Report, Sorted By Phase Long Total PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt pm.syn Phase Number 1 2 3 4 5 6 7 8 Movement WBL EBTL NBL SBT EBL WBTL SBL NBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Max None C-Max None Max Maximum Split (s) 11 67 11 31 16 62 27 15 Maximum Split (%) 9.2% 55.8% 9.2% 25.8% 13.3% 51.7% 22.5% 12.5% Minimum Split (s) 11 15 11 15 11 15 11 15 Yellow Time (s) 3 3 3 3 3 3 3 3 All-Red Time (s) 2 2 2 2 2 2 2 2 Minimum Initial (s) 4 4 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 3 3 Time Before Reduce (s)0 0 0 0 0 0 0 0 Time To Reduce (s)0 0 0 0 0 0 0 0 Walk Time (s) Flash Don't Walk (s) Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 5 16 83 94 5 21 83 110 End Time (s) 16 83 94 5 21 83 110 5 Yield/Force Off (s) 11 78 89 0 16 78 105 0 Yield/Force Off 170(s) 11 78 89 0 16 78 105 0 Local Start Time (s) 42 53 0 11 42 58 0 27 Local Yield (s) 48 115 6 37 53 115 22 37 Local Yield 170(s) 48 115 6 37 53 115 22 37 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 83 (69%), Referenced to phase 2:EBTL and 6:WBTL, Start of Red Splits and Phases: 336: Prospect & SW Frontage Rd. Queues Long Total PM 336: Prospect & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/15/2025 Synchro 12 Light Report lt pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Lane Group Flow (vph) 266 1884 3 20 1400 342 12 21 419 2 339 v/c Ratio 1.10 0.92 0.00 0.12 0.82 0.36 0.06 0.07 0.72 0.00 0.59 Control Delay (s/veh) 105.6 35.4 0.0 10.7 25.8 2.7 54.2 0.4 54.7 35.5 22.2 Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 24.5 0.0 0.0 Total Delay (s/veh) 105.6 36.4 0.0 10.7 25.8 2.7 54.2 0.4 79.2 35.5 22.2 Queue Length 50th (ft) ~180 590 0 5 348 0 4 0 159 1 94 Queue Length 95th (ft) m#297 #940 m0 m10 m451 m28 14 0 210 9 218 Internal Link Dist (ft) 880 950 304 Turn Bay Length (ft) 300 200 420 300 300 300 300 300 Base Capacity (vph) 242 2052 983 168 1710 941 200 318 657 521 576 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 47 0 0 0 0 0 0 241 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.10 0.94 0.00 0.12 0.82 0.36 0.06 0.07 1.01 0.00 0.59 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. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th TWSC Long Total AM 9: Prospect & Access A Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt am.syn Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 45 1273 2091 10 0 120 Future Vol, veh/h 45 1273 2091 10 0 120 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 300 - - 300 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 47 1340 2201 11 0 126 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 2212 0 - 0 - 1101 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 234 - - - 0 207 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 234 - - - - 207 Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB WB SB HCM Ctrl Dly, s/v 0.83 0 46.41 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 234 - - - 207 HCM Lane V/C Ratio 0.203 - - - 0.611 HCM Ctrl Dly (s/v) 24.3 - - - 46.4 HCM Lane LOS C - - - E HCM 95th %tile Q(veh) 0.7 - - - 3.5 HCM 7th TWSC Long Total PM 9: Prospect & Access A Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt pm.syn Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 126 2046 1629 34 0 80 Future Vol, veh/h 126 2046 1629 34 0 80 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 300 - - 300 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 133 2154 1715 36 0 84 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1751 0 - 0 - 857 Stage 1 -- - - - - Stage 2 -- - - - - Critical Hdwy 4.14 - - - - 6.94 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.22 - - - - 3.32 Pot Cap-1 Maneuver 354 - - - 0 300 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 354 - - - - 300 Mov Cap-2 Maneuver -- - - - - Stage 1 -- - - - - Stage 2 -- - - - - Approach EB WB SB HCM Ctrl Dly, s/v 1.23 0 21.58 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 354 - - - 300 HCM Lane V/C Ratio 0.375 - - - 0.28 HCM Ctrl Dly (s/v) 21.1 - - - 21.6 HCM Lane LOS C - - - C HCM 95th %tile Q(veh) 1.7 - - - 1.1 HCM 7th TWSC Long Total AM 7: SW Frontage Rd. & Access B/Access C Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt am.syn Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 5 0 0 72 0 320 137 0 398 1 Future Vol, veh/h 0 0 5 0 0 72 0 320 137 0 398 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 6 0 0 80 0 356 152 0 442 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 443 - - 356 - 0 0 - - 0 Stage 1 -- - - - - - - - - - - Stage 2 -- - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 - - - - - - Pot Cap-1 Maneuver 0 0 615 0 0 688 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 615 - - 688 - - - - - - Mov Cap-2 Maneuver -- - - - - - - - - - - Stage 1 -- - - - - - - - - - - Stage 2 -- - - - - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 10.91 10.92 0 0 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) - - 615 688 - - HCM Lane V/C Ratio - - 0.009 0.116 - - HCM Ctrl Dly (s/v) - - 10.9 10.9 - - HCM Lane LOS - - B B - - HCM 95th %tile Q(veh) - - 0 0.4 - - HCM 7th TWSC Long Total PM 7: SW Frontage Rd. & Access B/Access C Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt pm.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 32 0 0 100 0 395 183 0 690 2 Future Vol, veh/h 0 0 32 0 0 100 0 395 183 0 690 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 200 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 36 0 0 111 0 439 203 0 767 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 768 - - 439 - 0 0 - - 0 Stage 1 -- - - - - - - - - - - Stage 2 -- - - - - - - - - - - Critical Hdwy - - 6.22 - - 6.22 - - - - - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.318 - - 3.318 - - - - - - Pot Cap-1 Maneuver 0 0 402 0 0 618 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 402 - - 618 - - - - - - Mov Cap-2 Maneuver -- - - - - - - - - - - Stage 1 -- - - - - - - - - - - Stage 2 -- - - - - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 14.83 12.1 0 0 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR Capacity (veh/h) - - 402 618 - - HCM Lane V/C Ratio - - 0.089 0.18 - - HCM Ctrl Dly (s/v) - - 14.8 12.1 - - HCM Lane LOS - - B B - - HCM 95th %tile Q(veh) - - 0.3 0.7 - - HCM 7th Roundabout Long Total AM 2: Access D & SW Frontage Rd. & Access E/Access F Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt am.syn Intersection Intersection Delay, s/veh 5.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 188 116 435 139 Demand Flow Rate, veh/h 192 118 444 141 Vehicles Circulating, veh/h 319 420 48 362 Vehicles Exiting, veh/h 184 72 377 176 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.5 5.4 5.9 5.2 Approach LOS A A A A 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 A (Intercept) 1380 1380 1380 1380 B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3 Entry Flow, veh/h 192 118 444 141 Cap Entry Lane, veh/h 997 899 1314 954 Entry HV Adj Factor 0.978 0.981 0.981 0.985 Flow Entry, veh/h 188 116 435 139 Cap Entry, veh/h 975 882 1289 940 V/C Ratio 0.193 0.131 0.338 0.148 Control Delay, s/veh 5.5 5.4 5.9 5.2 LOS A A A A 95th %tile Queue, veh 1 0 2 1 HCM 7th Roundabout Long Total AM 2: Access D & SW Frontage Rd. & Access E/Access F Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt am.syn Intersection Intersection Delay, s/veh Intersection LOS Approach NE Entry Lanes 1 Conflicting Circle Lanes 1 Adj Approach Flow, veh/h 3 Demand Flow Rate, veh/h 3 Vehicles Circulating, veh/h 422 Vehicles Exiting, veh/h 89 Ped Vol Crossing Leg, #/h 0 Ped Cap Adj 1.000 Approach Delay, s/veh 4.1 Approach LOS A Lane Left Designated Moves LR Assumed Moves LR RT Channelized Lane Util 1.000 Follow-Up Headway, s 2.609 Critical Headway, s 4.976 A (Intercept) 1380 B (Slope) 1.02e-3 Entry Flow, veh/h 3 Cap Entry Lane, veh/h 897 Entry HV Adj Factor 0.993 Flow Entry, veh/h 3 Cap Entry, veh/h 891 V/C Ratio 0.003 Control Delay, s/veh 4.1 LOS A 95th %tile Queue, veh 0 HCM 7th Roundabout Long Total PM 2: Access D & SW Frontage Rd. & Access E/Access F Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt pm.syn Intersection Intersection Delay, s/veh 8.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 216 272 550 284 Demand Flow Rate, veh/h 221 277 562 290 Vehicles Circulating, veh/h 659 457 64 549 Vehicles Exiting, veh/h 180 169 682 185 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.2 7.8 7.2 9.2 Approach LOS A A A A 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 A (Intercept) 1380 1380 1380 1380 B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3 Entry Flow, veh/h 221 277 562 290 Cap Entry Lane, veh/h 705 866 1293 788 Entry HV Adj Factor 0.976 0.981 0.979 0.980 Flow Entry, veh/h 216 272 550 284 Cap Entry, veh/h 688 849 1266 773 V/C Ratio 0.314 0.320 0.435 0.368 Control Delay, s/veh 9.2 7.8 7.2 9.2 LOS A A A A 95th %tile Queue, veh 1 1 2 2 HCM 7th Roundabout Long Total PM 2: Access D & SW Frontage Rd. & Access E/Access F Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt pm.syn Intersection Intersection Delay, s/veh Intersection LOS Approach NE Entry Lanes 1 Conflicting Circle Lanes 1 Adj Approach Flow, veh/h 14 Demand Flow Rate, veh/h 14 Vehicles Circulating, veh/h 732 Vehicles Exiting, veh/h 148 Ped Vol Crossing Leg, #/h 0 Ped Cap Adj 1.000 Approach Delay, s/veh 5.8 Approach LOS A Lane Left Designated Moves LR Assumed Moves LR RT Channelized Lane Util 1.000 Follow-Up Headway, s 2.609 Critical Headway, s 4.976 A (Intercept) 1380 B (Slope) 1.02e-3 Entry Flow, veh/h 14 Cap Entry Lane, veh/h 654 Entry HV Adj Factor 0.996 Flow Entry, veh/h 14 Cap Entry, veh/h 651 V/C Ratio 0.021 Control Delay, s/veh 5.8 LOS A 95th %tile Queue, veh 0 HCM 7th TWSC Long Total AM 13: Access G & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt am.syn Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 140 15 3 115 10 2 Future Vol, veh/h 140 15 3 115 10 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 300 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 156 17 3 128 11 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 172 0 290 156 Stage 1 - - - - 156 - Stage 2 - - - - 134 - 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 - - 1405 - 701 890 Stage 1 - - - - 873 - Stage 2 - - - - 892 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1405 - 699 890 Mov Cap-2 Maneuver - - - - 699 - Stage 1 - - - - 873 - Stage 2 - - - - 890 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.19 10.06 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 725 - - 1405 - HCM Lane V/C Ratio 0.018 - - 0.002 - HCM Ctrl Dly (s/v) 10.1 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 7th TWSC Long Total PM 13: Access G & SW Frontage Rd. Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt pm.syn Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 118 45 5 207 49 5 Future Vol, veh/h 118 45 5 207 49 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 300 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 131 50 6 230 54 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 181 0 372 131 Stage 1 - - - - 131 - Stage 2 - - - - 241 - 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 - - 1394 - 629 918 Stage 1 - - - - 895 - Stage 2 - - - - 799 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1394 - 626 918 Mov Cap-2 Maneuver - - - - 626 - Stage 1 - - - - 895 - Stage 2 - - - - 796 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.18 11.15 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 645 - - 1394 - HCM Lane V/C Ratio 0.093 - - 0.004 - HCM Ctrl Dly (s/v) 11.2 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.3 - - 0 - HCM 7th TWSC Long Total AM 15: SW Frontage Rd. & Access H Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt am.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 11 131 116 1 Future Vol, veh/h 0 2 11 131 116 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 300 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2 12 146 129 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 299 129 130 0 - 0 Stage 1 129 - - - - - Stage 2 170 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 692 920 1455 - - - Stage 1 896 - - - - - Stage 2 860 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 686 920 1455 - - - Mov Cap-2 Maneuver 686 - - - - - Stage 1 889 - - - - - Stage 2 860 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 8.92 0.58 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1455 - 920 - - HCM Lane V/C Ratio 0.008 - 0.002 - - HCM Ctrl Dly (s/v) 7.5 - 8.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 7th TWSC Long Total PM 15: SW Frontage Rd. & Access H Scenario 1 City of Fort Collins Signal Timing 08/14/2025 Synchro 12 Light Report lt pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 9 2 121 203 1 Future Vol, veh/h 1 9 2 121 203 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 300 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 10 2 134 226 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 365 226 227 0 - 0 Stage 1 226 - - - - - Stage 2 139 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 635 813 1342 - - - Stage 1 811 - - - - - Stage 2 888 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 634 813 1342 - - - Mov Cap-2 Maneuver 634 - - - - - Stage 1 810 - - - - - Stage 2 888 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 9.62 0.13 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1342 - 791 - - HCM Lane V/C Ratio 0.002 - 0.014 - - HCM Ctrl Dly (s/v) 7.7 - 9.6 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - APPENDIX H 25 Prospect Summit View SW Frontage Road SCALE: 1"=1000' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Pedestrian LOS Worksheet Project Location Classification: Description of Applicable Destination Area Within 1320’ Destination Area Classification Directness Continuity Street Crossings Visual Interest & Amenities Security Residential uses west of the site Residential Residential area north of the site Residential Commercial uses northeast of the site Commercial 25 Prospect Summit View SW Frontage Road SCALE: 1"=1000' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Gateway at Prospect TIS, August 2025 Bicycle LOS Worksheet Minimum Actual Proposed Base Connectivity: Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification Commercial uses northeast of the site Commercial B N/A C