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Home My WebLink AboutTHE MARK - FDP240013 - SUBMITTAL DOCUMENTS - ROUND 2 - Traffic Study THE MARK AT FORT COLLINS APARTMENTS TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO SEPTEMBER 2024 Prepared for: Landmark Properties, Inc. 315 Oconee Street Athens, GA 30601 Prepared by: DELICH ASSOCIATES .C ��#'� "+ "•�'`� 2272 Glen Haven Drive ,�, ., ,,.� �,� �>.,, Loveland, CO 80538 � � 'e Phone: 970-669-2061 ��;�� '' , ,t � �m„�a:' :� �; �� .. ;'� �� l 7 ZO��= � : � �..�.,v�,��.*6�yQ�/ �eo��..:--: .� .. __ � ��'"-.A :� � ;� r Project#2433 DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Roads .............................................................................................................................. 2 Existing Traffic ................................................................................................................. 5 Existing Operation ........................................................................................................... 5 Pedestrians Facilities ...................................................................................................... 9 Bicycle Facilities .............................................................................................................. 9 Transit Facilities .............................................................................................................. 9 III. PROPOSED DEVELOPMENT ............................................................................... 10 Trip Generation ............................................................................................................. 10 Trip Distribution ............................................................................................................. 10 Background Traffic Projections ..................................................................................... 13 Trip Assignment/Total Traffic ........................................................................................ 13 Signal Warrants ............................................................................................................. 13 Geometry ...................................................................................................................... 13 Operation Analysis ........................................................................................................ 13 Pedestrian Level of Service ........................................................................................... 20 Bicycle Level of Service ................................................................................................ 25 Transit Level of Service ................................................................................................. 26 IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 27 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 8 2. Trip Generation ....................................................................................................... 10 3. Short Range (2029) Background Peak Hour Operation .......................................... 21 4. Long Range (2045) Background Peak Hour Operation ........................................... 22 5. Short Range (2029) Total Peak Hour Operation ..................................................... 23 6. Long Range (2045) Total Peak Hour Operation ...................................................... 24 DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry ................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 6 4. Averaged/Balances Recent Peak Hour Traffic .......................................................... 7 5. Site Plan .................................................................................................................. 11 6. Trip Distribution ....................................................................................................... 12 7. Short Range (2029) Background Peak Hour Traffic ................................................ 14 8. Long Range (2045) Background Peak Hour Traffic ................................................. 15 9. Site Generated Peak Hour Traffic ........................................................................... 16 10. Short Range (2029) Total Peak Hour Traffic ........................................................... 17 11. Long Range (2045) Total Peak Hour Traffic ............................................................ 18 12. Short Range (2029) and Long Range (2045) Geometry ......................................... 19 APPENDICES A. Base Assumptions form and related information B. Recent Peak Hour Traffic C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards D. Short Range (2029) Background Peak Hour Operation E. Long Range (2045) Background Peak Hour Operation F. Short Range (2029) Total Peak Hour Operation G. Long Range (2045) Total Peak Hour Operation H. Pedestrian/Bicycle Level of Service DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 1 I. INTRODUCTION This transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed The Mark at Fort Collins Apartments student housing development. The proposed The Mark at Fort Collins Apartments site is located in the southwest quadrant of the Johnson/Spring intersection in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Landmark Properties, Inc.), the project planning consultant (Ripley Design), and the Fort Collins Traffic Engineering staff. This study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines contained in the “Larimer County Urban Area Street Standards” (LCUASS). The base assumptions packet is provided in Appendix A. 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. DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of The Mark at Fort Collins Apartments 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 or residential. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. This site is near the center of Fort Collins. Colorado State University is north of the proposed The Mark at Fort Collins Apartments site. Roads The primary streets near The Mark at Fort Collins Apartments site are College Avenue, The Mark at Fort Collins, Spring Park Drive, Spring Court, and Arthur Drive. Figure 2 shows a schematic of the existing geometry at the College/Spring Park- Johnson and College/ Arthur-Retail Access intersections. College Avenue (US287) is to the east of The Mark at Fort Collins Apartments site. It is classified as a six-lane arterial street on the Fort Collins Master Street Plan. Currently, College Avenue has a six-lane cross section in this area. At the College/ Spring Park-Johnson intersection, College Avenue has northbound and southbound left- turn lanes and three through lanes in each direction. At the College/Arthur-Retail Access intersection, College Avenue has northbound and southbound left-turn lanes and three through lanes in each direction. The College/Spring Park-Johnson intersection has signal control. The College/Arthur-Retail Access intersection has stop sign control on Arthur Drive. The posted speed limit in this area of College Avenue is 40 mph. The Mark at Fort Collins is to the north of (adjacent to) The Mark at Fort Collins Apartments site. It is an east-west street designated as a local street on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section with parking on both sides of the street. The Mark at Fort Collins is the west leg of the College/Spring Park- Johnson intersection. At the College/Spring Park-Johnson intersection, The Mark at Fort Collins has all eastbound movements combined into a single lane. The Mark at Fort Collins is off set to the north of Spring Park Drive (~45 feet). There is no posted speed limit on The Mark at Fort Collins. Spring Park Drive is to the east of The Mark at Fort Collins Apartments site. It is an east-west street designated as a collector street on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section in this area. Spring Park Drive is the east leg of the College/Spring Park-Johnson intersection. At the College/Spring Park- Johnson intersection, Spring Park Drive has a westbound left-turn lane and a westbound through/right-turn lane. The posted speed limit on Spring Park Drive is 25 mph. Mason Trail Johnson Arthur Springpark Stuart Co l l e g e Sp r i n g Prospect Ba y Spring Creek Trail SCALE: 1"=500' SITE LOCATION Figure 1 DELICH ASSOCIATES The Mark at Fort Collins Apartments TIS, September 2024 Page 3 EXISTING GEOMETRY Figure 2 The Mark at Fort Collins Apartments TIS, September 2024 Page 4 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access - Denotes Lane ST O P ST O P DELICH ASSOCIATES 80 ' L a n e p l u s 10 0 ' T a p e r 80 ' L a n e p l u s 10 0 ' T a p e r 60 ' L a n e p l u s 10 0 ' T a p e r 65 ' L a n e p l u s 75 ' T a p e r DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 5 Spring Court is to the east of (adjacent to) The Mark at Fort Collins Apartments site. Spring Court is a north-south street designated as a local street on the Fort Collins Master Street Plan. Currently, Spring Court has a two-lane cross section with parking on both sides of the street. There is no posted speed limit on Spring Court. Arthur Drive is an east-west street designated as a local street on the Fort Collins Master Street Plan. Currently, Arthur Drive has a two-lane cross section. Parking is prohibited on Arthur Drive. Arthur Drive is the west leg of the College/Arthur-Retail Access intersection. The east leg is into a retail development. At the College/Arthur- Retail Access intersection, Arthur Drive and the Retail Access have all movements combined into single lanes. The posted speed limit in this area of Arthur Drive is 25 mph. Existing Traffic Figure 3 shows the recent morning and afternoon peak hour traffic counts at the College/Spring Park-Johnson and College/Arthur-Retail Access intersections. Recent count data at the College/Johnson-Spring Park and College/Arthur-Retail Access intersections was obtained in August 2024. Raw count data is provided in Appendix B. Since the peak hour counts were performed on different days, the traffic volumes between the intersections were averaged/balanced and are shown in Figure 4. Existing Operation The College/Spring Park-Johnson and College/Arthur-Retail Access intersections were evaluated using techniques provided in the Highway Capacity Manual, 6th Edition. Using the peak hour traffic shown in Figure 4, the peak hour operation is shown in Table 1. The College/Spring Park-Johnson and College/Arthur-Retail Access intersections meet the City of Fort Collins Motor Vehicle LOS Standard during the morning and afternoon peak hours with existing signal control, geometry, and signal timing Calculation forms are provided in Appendix C. A description of level of service for signalized and unsignalized intersections from the Highway Capacity Manual, 6th Edition and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. 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. At arterial/arterial and collector/collector stop sign controlled intersections, acceptable operation is considered to be at level of service E, overall and level of service F, for any approach leg. At arterial/collector, arterial/local, collector/ local, and local/local stop sign controlled intersections, acceptable operation is considered to be at level of service D, overall and level of service F, for any approach leg. RECENT PEAK HOUR TRAFFIC Figure 3 The Mark at Fort Collins Apartments TIS, September 2024 Page 6 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 3/7 0/1 5/3 15/51 0/2 43/434/ 2 15 / 2 2 96 9 / 1 9 5 4 3/ 1 11 1 9 / 1 5 0 4 17 / 3 1 8/ 8 7/ 5 1/1 0/0 1/14 0/0 0/0 0/111 / 1 0 1/ 1 92 9 / 2 0 0 8 5/ 4 12 0 3 / 1 4 4 7 0/ 1 0/ 6 4/ 2 AVERAGED/BALANCED RECENT PEAK HOUR TRAFFIC Figure 4 The Mark at Fort Collins Apartments TIS, September 2024 Page 7 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 3/7 0/1 5/3 15/51 0/2 43/434/ 2 15 / 2 2 94 5 / 1 9 6 4 3/ 1 11 4 2 / 1 4 6 9 17 / 3 1 8/ 8 7/ 5 1/1 0/0 1/14 0/0 0/0 0/111 / 1 0 1/ 1 95 3 / 2 0 0 3 5/ 4 11 8 0 / 1 4 8 2 0/ 1 0/ 6 4/ 2 DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 8 TABLE 1 Current Peak Hour Operation Intersection Movement College/Spring Park-Johnson (signal) College/Arthur-Retail Access (stop sign) DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 9 Pedestrian Facilities There are sidewalks along College Avenue, Spring Park Drive, The Mark at Fort Collins (except adjacent to The Mark at Fort Collins Apartments site), the east side of Spring Court, and the north side of Arthur Drive. There is a ped/bike underpass of College Avenue along the Spring Creek Trail. There is also a ped/bike underpass of the Max Guideway and the railroad tracks that connects to the Mason Trail. Bicycle Facilities Bicycle lanes exist on Spring Park Drive. The Spring Creek Trail is to the north of the site and Mason Trail is to the west of the site. Bike lanes are not required on local streets. Transit Facilities This area of Fort Collins is served by The Max. There is a Max stop to the southwest of The Mark at Fort Collins Apartments site. DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 10 III. PROPOSED DEVELOPMENT The Mark at Fort Collins Apartments is a student residential development with 397 beds. Figure 5 shows a site plan of The Mark at Fort Collins Apartments. The site plan shows access to/from Spring Court. The short range analysis (Year 2029) includes development of The Mark at Fort Collins Apartments site and an appropriate increase in background traffic, due to normal growth, and other approved developments in the area. The long range analysis (Year 2045) includes background traffic due to normal growth and in general accordance with the Fort Collins Structure Plan. 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 trips that would be generated by the proposed/expected use at a site. Table 2 shows the daily and peak hour trip generation for The Mark at Fort Collins Apartments site. It is assumed that alternative modes (pedestrian, bicycle, and transit) have been considered in the ITE rates for student apartments. The trip generation of The Mark at Fort Collins Apartments resulted in 1,020 daily trip ends, 28 morning peak hour trip ends, and 83 afternoon peak hour trip ends. TABLE 2 Trip Generation Code Use Size Rate Trips Rate In Rate Out Rate In Rate Out 226 Apartment (Mid-Rise) Beds 2.57 1020 46% 13 54% 15 47% 39 53% 44 Trip Distribution Directional distribution of the generated trips was determined for The Mark at Fort Collins Apartments site. Figure 6 shows the vehicle trip distribution used for The Mark at Fort Collins Apartments site. The trip distribution was agreed to by City of Fort Collins staff in the scoping discussions. SCALE: 1"=60' SITE PLAN Figure 5 DELICH ASSOCIATES The Mark at Fort Collins Apartments TIS, September 2024 Page 11 Johnson Drive S p r i n g C o u r t Mason Trail Johnson Arthur Spring Park Stuart Co l l e g e Sp r i n g 30 % 70 % SCALE: 1"=300' TRIP DISTRIBUTION Figure 6 DELICH ASSOCIATES The Mark at Fort Collins Apartments TIS, September 2024 Page 12 DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 13 Background Traffic Projections Figures 7 and 8 show the respective short range (2029) and long range (2045) background peak hour traffic projections at the College/Spring Park-Johnson and College/Arthur-Retail Access intersections. Traffic at the key intersections was increased at a rate of one percent per year for the short range (2029) and long range (2045) background traffic forecasts. Trip Assignment/Total Traffic 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. Using the trip distribution shown in Figure 6, Figure 9 shows the assignment of the site generated peak hour vehicle traffic. The site generated vehicle traffic was combined with the background traffic to determine the total forecasted vehicle traffic at the key intersections. Figures 10 and 11 shows the respective short range (2029) and long range (2045) total peak hour vehicle traffic at the key intersections. 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 (MUTCD). The College/Spring Park-Johnson intersection is currently signalized. The stop sign controlled intersection at the College/Arthur-Retail Access intersection is not expected to meet peak hour signal warrants and does not meet signal spacing requirements. Geometry The short range (2029) and long range (2045) geometry is shown in Figure 12. This is the existing geometry at the College/Spring Park-Johnson and College/Arthur- Retail Access intersections. Operation Analysis Operation analyses were performed at the College/Spring Park-Johnson and College/Arthur-Retail Access intersections. The operation analyses were conducted for the short range future, reflecting a year 2029 condition and for the long range future, reflecting a year 2045 condition. The long range (2045) operational analyses are used for planning and informational purposes only. SHORT RANGE (2029) BACKGROUND PEAK HOUR TRAFFIC Figure 7 The Mark at Fort Collins Apartments TIS, September 2024 Page 14 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 3/7 0/1 5/3 16/54 0/2 45/454/ 2 16 / 2 3 99 3 / 2 0 6 4 3/ 1 12 0 0 / 1 5 4 4 18 / 3 3 8/ 8 7/ 5 1/1 0/0 1/15 0/0 0/0 0/112 / 1 1 1/ 1 10 0 2 / 2 1 0 5 5/ 4 12 4 0 / 1 5 5 8 0/ 1 0/ 6 4/ 2 LONG RANGE (2045) BACKGROUND PEAK HOUR TRAFFIC Figure 8 The Mark at Fort Collins Apartments TIS, September 2024 Page 15 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 4/9 0/1 6/4 18/63 0/2 53/535/ 2 18 / 2 7 11 6 5 / 2 4 2 0 4/ 1 14 0 7 / 1 8 1 0 21 / 3 8 10 / 1 0 9/ 6 1/1 0/0 1/17 0/0 0/0 0/114 / 1 2 1/ 1 11 7 4 / 2 4 6 8 6/ 5 14 5 4 / 1 8 2 6 0/ 1 0/ 7 5/ 2 SITE GENERATED PEAK HOUR TRAFFIC Figure 9 The Mark at Fort Collins Apartments TIS, September 2024 Page 16 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 3/ 1 0 11/31 2/7 3/ 8 6/ 1 9 2/ 7 3/ 8 1/ 2 2/6 3/ 1 0 SHORT RANGE (2029) TOTAL PEAK HOUR TRAFFIC Figure 10 The Mark at Fort Collins Apartments TIS, September 2024 Page 17 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 14/38 0/1 7/10 16/54 0/2 45/454/ 2 16 / 2 3 99 6 / 2 0 7 2 6/ 1 1 12 0 0 / 1 5 4 4 18 / 3 3 8/ 8 13 / 2 4 1/1 0/0 3/21 0/0 0/0 0/112 / 1 1 1/ 1 10 0 4 / 2 1 1 2 6/ 6 12 4 3 / 1 5 6 8 0/ 1 0/ 6 7/ 1 0 LONG RANGE (2045) TOTAL PEAK HOUR TRAFFIC Figure 11 The Mark at Fort Collins Apartments TIS, September 2024 Page 18 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access DELICH ASSOCIATES AM/PM 15/40 0/1 8/11 18/63 0/2 53/535/ 2 18 / 2 7 11 6 8 / 2 4 2 8 7/ 1 1 14 0 7 / 1 8 1 0 21 / 3 8 10 / 1 0 15 / 2 5 1/1 0/0 3/23 0/0 0/0 0/114 / 1 2 1/ 1 11 7 6 / 2 4 7 5 7/ 7 14 5 7 / 1 8 3 6 0/ 1 0/ 7 8/ 1 0 SHORT RANGE (2029) AND LONG RANGE (2045) GEOMETRY Figure 12 The Mark at Fort Collins Apartments TIS, September 2024 Page 19 Johnson Drive Spring Park Drive Arthur Drive Co l l e g e A v e n u e Retail Access - Denotes Lane ST O P ST O P DELICH ASSOCIATES DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 20 Using the short range (2029) background peak hour traffic volumes, the College/Spring Park-Johnson and College/Arthur-Retail Access intersections operate as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. The key intersections will meet the City of Fort Collins Motor Vehicle LOS Standard in the morning and afternoon peak hours with the existing geometry. Using the long range (2045) background peak hour traffic volumes, the College/Spring Park-Johnson and College/Arthur-Retail Access intersections operate as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. In the long range (2045) future, the key intersections will meet the City of Fort Collins Motor Vehicle LOS Standard in the morning and afternoon peak hour with the existing geometry. At the College/Arthur-Retail Access intersection during the afternoon peak hour, the calculated delay for the northbound left-turn lane and eastbound approach was commensurate with level of service F. The calculated delay associated with level of service F operation is provided in Table 4. Using the short range (2029) total peak hour traffic volumes, the College/Spring Park-Johnson and College/Arthur-Retail Access intersections operate as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. The key intersections will meet the City of Fort Collins Motor Vehicle LOS Standard in the morning and afternoon peak hours with the existing geometry. Using the long range (2045) total peak hour traffic volumes, the College/Spring Park-Johnson and College/Arthur-Retail Access intersections operate as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. In the long range (2045) future, the key intersections will meet the City of Fort Collins Motor Vehicle LOS standard in the morning and afternoon peak hours with the existing geometry. At the College/Arthur-Retail Access intersection during the afternoon peak hour, the calculated delay for the northbound left-turn lane and eastbound approach was commensurate with level of service F. The calculated delay associated with level of service F operation is provided in Table 6. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of The Mark at Fort Collins Apartments site. The Mark at Fort Collins Apartments site is located within an area termed as “Transit Corridor,” which sets the level of service threshold at LOS B for the Directness and Security categories and LOS C for the Continuity, Street Crossing, and Visual Interest and Amenity categories. There are four destination areas within 1320 feet of the proposed The Mark at Fort Collins Apartments site: 1) the Spring Creek and Mason trails; 2) the residential/commercial area to the north of the site; 3) the commercial area to the south of the site; and 4) the offices to the southwest of the site. This site is proposed to develop as student housing; therefore CSU (Area #5) was added to the destination areas even though it is outside of the 1320 feet. The pedestrian LOS Worksheet is provided in Appendix H. The following description pertains to the existing conditions. DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 21 TABLE 3 Short Range (2029) Background Peak Hour Operation Intersection Movement College/Spring Park-Johnson (signal) College/Arthur-Retail Access (stop sign) DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 22 TABLE 4 Long Range (2045) Background Peak Hour Operation Intersection Movement College/Spring Park-Johnson (signal) College/Arthur-Retail Access (stop sign) (80.2 secs) DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 23 TABLE 5 Short Range (2029) Total Peak Hour Operation Intersection Movement College/Spring Park-Johnson (signal) College/Arthur-Retail Access (stop sign) DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 24 TABLE 6 Long Range (2045) Total Peak Hour Operation Intersection Movement College/Spring Park-Johnson (signal) College/Arthur-Retail Access (stop sign) DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 25 • Directness – The distance ratio to all pedestrian destinations is less than 1.2 (LOS A) using the existing sidewalk system, except for destination #3. One route to destination #3 is the Mason Trail to the Max station overpass. This route will have LOS D for directness. The other route is using the College Avenue sidewalk. This route will have LOS A for directness, which is acceptable. • Continuity – The sidewalk system to all destination areas has no breaks or gaps. However, the sidewalks adjacent to College Avenue were built prior to current standards and are directly adjacent to College Avenue with no landscaped parkways. Therefore, the route is using the College Avenue sidewalk to destination #3 will achieve LOS C, which is acceptable In Transit Corridors. The route using the Mason Trail to the Max station overpass can achieve LOS A. • Street Crossings – There are no street crossings for destinations #1, #3, #4, and #5. The destinations #1, #4, and #5 have underpasses to avoid street crossings. In order to get to destination #2, it requires a crossing of W. Stuart Street within the multifamily residential uses. There is an existing painted crosswalk at this street crossing of W. Stuart Street. The street crossings will be acceptable at LOS A for all destination areas. • Visual Interest and Amenity – The visual interest and amenity will be acceptable at LOS A for all destination areas, except for destination #3 (College Avenue route). This is part of a Transit Corridor, which generally is has enhanced pedestrian features (large sidewalk widths, trails, landscaped parkway, etc.). The sidewalks adjacent to College Avenue are narrow and are right next to the vehicle travel lanes. Therefore, the route is using the College Avenue sidewalk to destination #3 can only achieve LOS D. • Security – The security will be acceptable at LOS A for all destination areas, except for destination #3 (College Avenue route). This is part of a Transit Corridor, which generally has enhanced pedestrian features and trails that avoid vehicular traffic interaction. The sidewalks adjacent to College Avenue are narrow and are right next to the vehicle travel lanes. Therefore, the route is using the College Avenue sidewalk to destination #3 can only achieve LOS D. The City of Fort Collins requested that a ramp be constructed over the Sherwood Lateral Ditch in order to achieve acceptable pedestrian level of service. This ramp is estimated to cost $1,000,000 to construct. The City and the developer have agreed that 25 percent of the construction costs will be paid with the development of The Mark at Fort Collins Apartments. The City stated that upon construction of the ramp, a temporary sidewalk will be provided for connection to the commercial area to the south. The construction of this ramp will satisfy the pedestrian level of service criteria. Bicycle Level of Service Appendix H shows a map of the area that is within 1320 feet of The Mark at Fort Collins Apartments site. Based upon Fort Collins bicycle LOS criteria, there are three destination areas within 1320 feet of the proposed The Mark at Fort Collins Apartments site: 1) the Spring Creek and Mason trails; 2) the residential/commercial area to the DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 26 north of the site; and 3) the commercial area to the south of the site. This site is proposed to develop as student housing, therefore CSU (Area #4) was added to the destination areas even though it is outside of the 1320 feet. The bicycle LOS Worksheet is provided in Appendix H. Acceptable bicycle level of service cannot be achieved based on the requirement that the site must be directly connected to both North-South and East-West on-street lanes. In this area College Avenue does not allow bicycle traffic. However, this site is directly connected to both North-South (Mason) and East-West (Spring Creek) trails. At this location these trails will act similarly to on-street lanes. Bicycles can also use the ped/bike overpass to the Max station in order to get to destination #3. In addition to this, bicycles can use the Spring Creek Trail to get to Centre Avenue, which does have on-street bicycle lanes. The construction of the ramp of the Sherwood Lateral Ditch will also satisfy the bicycle level of service criteria. Therefore, it is concluded that level of service A connectivity can be achieved for The Mark at Fort Collins Apartments to/from all destinations. Transit Level of Service This area of Fort Collins is served by The Max. There is a Max stop to the southwest of The Mark at Fort Collins Apartments site. DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 27 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of The Mark at Fort Collins Apartments development on the short range (2029) and long range (2045) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: • The development of The Mark at Fort Collins Apartments site is feasible from a traffic engineering standpoint. At full development, The Mark at Fort Collins Apartments site will generate approximately 1,020 daily trip ends, 28 morning peak hour trip ends, and 83 afternoon peak hour trip ends. • Current operation at the College/Spring Park-Johnson and College/Arthur-Retail Access intersections meet the City of Fort Collins Motor vehicle LOS Standard during the morning and afternoon peak hours. • In the short range (2029) future, given development of The Mark at Fort Collins Apartments site and an increase in background traffic, the College/Spring Park- Johnson and College/Arthur-Retail Access intersections will meet the City of Fort Collins Motor Vehicle LOS Standard in the morning and afternoon peak hours. • In the long range (2045) future, given development of The Mark at Fort Collins Apartments site and an increase in background traffic, the key intersections will meet the City of Fort Collins Motor Vehicle LOS Standard in the morning and afternoon peak hours. The long range (2045) operational analyses are used for planning and informational purposes only. • The short range (2029) and long range (2045) geometry is shown in Figure 12. This is the existing geometry at the College/Spring Park-Johnson and College/ Arthur-Retail Access intersections. • With the construction of the ramp over the Sherwood Lateral Ditch, acceptable pedestrian level of service is achieved. DELICH The Mark at Fort Collins Apartments TIS, September 2024 ASSOCIATES Page 28 • Acceptable bicycle level of service cannot be achieved based on the requirement that the site must be directly connected to both North-South and East-West on- street lanes. In this area, College Avenue does not allow bicycle traffic. However, this site is directly connected to both North-South (Mason) and East- West (Spring Creek) trails. At this location these trails will act similarly to on- street lanes. The construction of the ramp of the Sherwood Lateral Ditch will also satisfy the bicycle level of service criteria. Therefore, it is concluded that level of service A connectivity can be achieved for The Mark at Fort Collins Apartments to/from all destinations. • Acceptable level of service is achieved for transit based upon the measures in the multi-modal transportation guidelines. APPENDIX A Chapter 4 — Attachments Attachment A _ Transportation impact Study Base Assumptions Project Information Project Name �� /l�J�q�K a T � L G N� Project Location s o�r►�a��' Q�A R ,�c o k N Son1 S r TIS Assumphons Type of Study Full: ��s Intermediate: �d MTIS: �� Memo: N� Study Area Boundaries North: � �N go �� South: ,4 Q.�Kv� East: CoG��'�E West: COLL�GE Study Yeazs' Short Range: Zb� q Long Range: z O .4.j Future Traffic Growth Rate / � �,e �N G6ur�e,ac. A 6A F �� Study Intersections 1. All access drives 5. 2• Cocc.GGE �aW ,� 6. 3• Coc.L��' /�Rt�u�C �• 4. g, Time Period for Study 7:00-9:00 PM: 4:00-6: Sat Noon: �� Trip Generation Rates SL��' �r7 Q C a(�b Trip Adjustment Factors Passby: �/A Captive Market: � � / Overall Trip Distribution SEE ATTACHED SKETCH ModeSplitAssumptions ,��,G �toroK ��Idt�c.G Design Vehicle Information �� --fi��C Committed Roadway Improvements NDr �.�,kR� v fi ,d,Uf� Other Traffic Studies �o,� A�A Q& o � p„�� Areas Requiring Special Study �. r,��. �� C Q��r,V�r� ��X �YAriON To Sovrf�t,crESr Date: �-�—�-�� Q U G'!J S 7 �, z�� ' Traffic Engineer: �6 L. x C F( ��o C t A`r�� Local Entity Engineer: � � � � �3r� � z � Larimer County Urban Area Street Standards-Repealed and Reenacbed Auguat 1,2021 PBge 435 Adopted by Larimer County,City of Loveland,City of FoR Collfns e J�.€i.: �� . �� '�'�' 'yi - £«i�.3 ��, � 1- �- �-"�_. y �s.�+b � �� '4�'� _�� .' �� ) Itll "�+.. �r � , . c r_ "`"��ua�� +rlr .t � � oo � . c ' " R�� ( r1j,1 ' �� '�.. < 4 �� d i � :'� ��, 4 �fi'g .. r . 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TABLE 1 Trip Generetion Code Use g�� A�TE AM Peak Hour PM Peak Hour Rate Tfipa Rate Talal In Out Pab Total In Out 226 OH-CampusStudent 397 p57 1,020 0.07 28 13 15 021 83 39 44 Apartment(Mid-Rise) bedrooms 46% 54% 47% 53Yo TRIP DISTRIBUTION �� t�l �� SPR�uG Pa R� Joµks� �i'�'E �erµ�R. �p'� G�M APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: College/Springpark-Johnson S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Johnson Westbound: Springpark Total Total Begins UT L S R Total UT L S R Total north/south L S R Total L S R Total east/west All 7:00 0 0 143 3 146 1 1 92 0 94 0 0 0 0 1 0 6 7 7 247 7:15 2 1 168 3 174 1 0 140 0 141 0 0 0 0 2 0 5 7 7 322 7:30 0 2 203 2 207 2 2 189 1 194 0 0 1 1 1 1 1 3 4 405 7:45 0 0 264 2 266 0 2 226 1 229 0 1 0 1 8 0 11 19 20 515 # 8:00 1 1 285 2 289 2 4 208 5 219 2 0 3 5 3 0 6 9 14 522 # 8:15 2 0 257 5 264 1 5 220 0 226 0 0 1 1 5 0 13 18 19 509 # 8:30 3 0 290 7 300 1 4 230 1 236 0 0 0 0 4 0 10 14 14 550 # 8:45 2 2 287 3 294 0 2 311 1 314 1 0 1 2 3 0 14 17 19 627 # 8:00-9:00 8 3 1119 17 1147 4 15 969 7 995 PHF 0.67 0.38 0.96 0.61 0.96 0.5 0.75 0.78 0.35 0.79 0.88 0.38 n/a 0.42 0.4 0.75 n/a 0.77 0.81 0.87 0.88 4:00 4 1 379 11 395 5 8 497 2 512 0 0 3 3 8 0 10 18 21 928 4:15 3 1 342 6 352 0 9 470 0 479 1 0 4 5 11 0 17 28 33 864 4:30 1 1 382 6 390 2 6 470 3 481 3 1 1 5 11 1 14 26 31 902 4:45 1 0 366 7 374 0 7 490 1 498 0 0 1 1 13 0 9 22 23 895 # 5:00 2 0 379 8 389 0 3 523 0 526 2 0 0 2 17 1 12 30 32 947 # 5:15 4 0 377 10 391 0 6 471 1 478 2 0 1 3 10 0 8 18 21 890 # 5:30 4 0 367 9 380 2 6 418 1 427 5 0 0 5 7 0 5 12 17 824 # 5:45 2 2 355 9 368 4 8 369 1 382 2 0 2 4 5 0 5 10 14 764 # 4:30-5:30 8 1 1504 31 1544 2 22 1954 5 1983 PHF 0.5 0.25 0.98 0.78 0.99 0.25 0.79 0.93 0.42 0.94 0.96 0.58 0.25 0.75 0.55 0.75 0.5 0.77 0.8 0.84 0.96 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: College/Arthur-Driveway S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Arthur Westbound: Driveway Total Total Begins UT L S R Total UT L S R Total north/south L S R Total L S R Total east/west All 7:00 0 1 125 0 126 1 0 107 0 108 0 0 0 0 0 0 0 0 0 234 7:15 0 0 184 0 184 0 0 157 2 159 0 0 0 0 0 0 0 0 0 343 7:30 0 0 252 0 252 4 1 181 1 187 1 0 0 1 0 0 0 0 1 440 7:45 1 2 301 0 304 1 0 264 1 266 0 0 0 0 0 0 0 0 0 570 # 8:00 0 1 269 0 270 2 1 206 0 209 0 0 1 1 0 0 0 0 1 480 # 8:15 0 2 299 0 301 1 0 203 0 204 0 0 0 0 0 0 0 0 0 505 # 8:30 0 1 317 0 318 6 0 264 1 271 1 0 0 1 0 0 0 0 1 590 # 8:45 0 1 318 0 319 2 0 256 3 261 0 0 0 0 0 0 0 0 0 580 # 8:00-9:00 0 5 1203 0 1208 11 1 929 4 945 PHF n/a 0.63 0.95 n/a 0.95 0.46 0.25 0.88 0.33 0.87 0.91 0.25 n/a 0.25 0.5 n/a n/a n/a n/a 0.5 0.91 4:00 0 2 384 0 386 3 0 502 1 506 0 0 4 4 0 0 0 0 4 896 4:15 2 1 388 0 391 3 0 532 1 536 0 0 4 4 0 0 0 0 4 931 4:30 4 0 333 0 337 1 0 470 0 471 0 0 4 4 0 0 0 0 4 812 4:45 0 1 342 1 344 3 1 504 0 508 1 0 2 3 0 0 1 1 4 856 # 5:00 3 1 373 0 377 1 0 481 1 483 0 0 1 1 0 0 0 0 1 861 # 5:15 1 2 375 0 378 2 0 525 0 527 0 0 4 4 0 0 0 0 4 909 # 5:30 5 0 382 0 387 4 0 413 0 417 0 0 1 1 0 0 0 0 1 805 # 5:45 1 1 429 0 431 1 0 388 0 389 0 0 3 3 0 0 0 0 3 823 # 4:00-5:00 6 4 1447 1 1458 10 1 2008 2 2021 PHF 0.38 0.5 0.93 0.25 0.93 0.83 0.25 0.94 0.5 0.94 0.94 0.25 n/a 0.88 0.94 n/a n/a 0.25 0.25 1 0.94 APPENDIX C HCM 6th Signalized Intersection Summary Recent AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent am.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 3 0 5 15 0 43 8 3 1142 17 4 15 Future Volume (veh/h) 3 0 5 15 0 43 8 3 1142 17 4 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 3 0 6 17 0 49 3 1298 19 17 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 10 0 20 90 0 83 482 4147 61 399 Arrive On Green 0.02 0.00 0.02 0.05 0.00 0.05 1.00 1.00 1.00 1.00 Sat Flow, veh/h 548 0 1097 1781 0 1648 521 5185 76 417 Grp Volume(v), veh/h 9 0 0 17 0 49 3 852 465 17 Grp Sat Flow(s),veh/h/ln 1645 0 0 1781 0 1648 521 1702 1857 417 Q Serve(g_s), s 0.6 0.0 0.0 1.0 0.0 3.2 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.6 0.0 0.0 1.0 0.0 3.2 0.0 0.0 0.0 0.0 Prop In Lane 0.33 0.67 1.00 1.00 1.00 0.04 1.00 Lane Grp Cap(c), veh/h 29 0 0 90 0 83 482 2723 1485 399 V/C Ratio(X) 0.31 0.00 0.00 0.19 0.00 0.59 0.01 0.31 0.31 0.04 Avail Cap(c_a), veh/h 150 0 0 162 0 150 482 2723 1485 399 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 Uniform Delay (d), s/veh 53.3 0.0 0.0 50.1 0.0 51.1 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 0.0 1.0 0.0 6.5 0.0 0.3 0.6 0.2 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.5 0.0 1.5 0.0 0.1 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.1 0.0 0.0 51.1 0.0 57.6 0.0 0.3 0.6 0.2 LnGrp LOS E A A D A E A A A A Approach Vol, veh/h 9 66 1320 Approach Delay, s/veh 59.1 55.9 0.4 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 92.5 7.0 92.5 10.5 Change Period (Y+Rc), s 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 74.5 9.0 74.5 9.0 Max Q Clear Time (g_c+I1), s 2.0 2.6 2.0 5.2 Green Ext Time (p_c), s 4.7 0.0 5.8 0.0 Intersection Summary HCM 6th Ctrl Delay 2.0 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Recent AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent am.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 945 7 Future Volume (veh/h) 945 7 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 1074 8 Peak Hour Factor 0.88 0.88 Percent Heavy Veh, % 2 2 Cap, veh/h 4182 31 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5228 39 Grp Volume(v), veh/h 699 383 Grp Sat Flow(s),veh/h/ln 1702 1863 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.02 Lane Grp Cap(c), veh/h 2723 1491 V/C Ratio(X) 0.26 0.26 Avail Cap(c_a), veh/h 2723 1491 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.97 0.97 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.4 LnGrp LOS A A Approach Vol, veh/h 1099 Approach Delay, s/veh 0.3 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Recent AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent am.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 35 Yellow Time (s)4 3 4 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 39.5 9.5 39.5 24.5 End Time (s) 9.5 24.5 9.5 39.5 Yield/Force Off (s) 4 18.5 4 33.5 Yield/Force Off 170(s) 4 18.5 4 33.5 Local Start Time (s) 35.5 5.5 35.5 20.5 Local Yield (s) 0 14.5 0 29.5 Local Yield 170(s) 0 14.5 0 29.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 4 (4%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Recent AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent am.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 9 17 49 12 1317 22 1082 v/c Ratio 0.05 0.14 0.17 0.03 0.32 0.08 0.26 Control Delay 0.5 50.1 1.3 4.5 5.7 1.4 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.5 50.1 1.3 4.5 5.7 1.4 0.8 Queue Length 50th (ft) 0 12 0 3 159 0 5 Queue Length 95th (ft) 0 33 0 m6 274 4 30 Internal Link Dist (ft) 516 684 292 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 228 160 320 364 4179 278 4184 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 0.04 0.11 0.15 0.03 0.32 0.08 0.26 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Recent PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 7 1 3 51 2 43 8 1 1469 31 2 22 Future Volume (veh/h) 7 1 3 51 2 43 8 1 1469 31 2 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 7 1 3 53 2 45 1 1530 32 23 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 20 3 9 95 4 84 224 4134 86 325 Arrive On Green 0.02 0.02 0.02 0.05 0.05 0.05 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1101 157 472 1781 71 1589 205 5146 108 329 Grp Volume(v), veh/h 11 0 0 53 0 47 1 1012 550 23 Grp Sat Flow(s),veh/h/ln 1730 0 0 1781 0 1659 205 1702 1850 329 Q Serve(g_s), s 0.8 0.0 0.0 3.5 0.0 3.3 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.8 0.0 0.0 3.5 0.0 3.3 0.0 0.0 0.0 0.0 Prop In Lane 0.64 0.27 1.00 0.96 1.00 0.06 1.00 Lane Grp Cap(c), veh/h 32 0 0 95 0 88 224 2734 1486 325 V/C Ratio(X) 0.34 0.00 0.00 0.56 0.00 0.53 0.00 0.37 0.37 0.07 Avail Cap(c_a), veh/h 130 0 0 163 0 152 224 2734 1486 325 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.69 Uniform Delay (d), s/veh 58.2 0.0 0.0 55.4 0.0 55.4 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 0.0 5.1 0.0 4.9 0.0 0.4 0.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 1.7 0.0 1.5 0.0 0.1 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.3 0.0 0.0 60.5 0.0 60.3 0.0 0.4 0.7 0.3 LnGrp LOS E A A E A E A A A A Approach Vol, veh/h 11 100 1563 Approach Delay, s/veh 64.3 60.4 0.5 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 101.4 7.2 101.4 11.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 84.0 8.0 84.0 10.0 Max Q Clear Time (g_c+I1), s 2.0 2.8 2.0 5.5 Green Ext Time (p_c), s 13.4 0.0 7.5 0.1 Intersection Summary HCM 6th Ctrl Delay 2.3 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Recent PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent pm.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 1964 5 Future Volume (veh/h) 1964 5 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 2046 5 Peak Hour Factor 0.96 0.96 Percent Heavy Veh, % 2 2 Cap, veh/h 4225 10 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5259 13 Grp Volume(v), veh/h 1324 727 Grp Sat Flow(s),veh/h/ln 1702 1868 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.01 Lane Grp Cap(c), veh/h 2734 1500 V/C Ratio(X) 0.48 0.48 Avail Cap(c_a), veh/h 2734 1500 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.69 0.69 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.4 0.8 LnGrp LOS A A Approach Vol, veh/h 2074 Approach Delay, s/veh 0.5 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Recent PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent pm.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 16 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114 84 114 98 End Time (s) 84 98 84 114 Yield/Force Off (s) 78 92 78 108 Yield/Force Off 170(s) 78 92 78 108 Local Start Time (s) 36 6 36 20 Local Yield (s) 0 14 0 30 Local Yield 170(s) 0 14 0 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 78 (65%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Recent PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent pm.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 11 53 47 9 1562 25 2051 v/c Ratio 0.10 0.38 0.27 0.08 0.38 0.12 0.50 Control Delay 47.0 59.4 19.6 4.8 2.4 2.9 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 59.4 19.6 4.8 2.4 2.9 1.9 Queue Length 50th (ft) 6 39 1 1 41 2 62 Queue Length 95th (ft) 25 81 39 m3 102 m4 78 Internal Link Dist (ft) 413 682 293 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 133 164 193 112 4125 204 4137 Starvation Cap Reductn 0 0 0 0 0 0 352 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.32 0.24 0.08 0.38 0.12 0.54 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Recent AM 2: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 0 0 0 5 1180 0 11 1 953 4 Future Vol, veh/h 1 0 1 0 0 0 5 1180 0 11 1 953 4 Conflicting Peds, #/hr 0 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 Free RT Channelized - - None - - None - - None - - - None Storage Length -- - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 0 0 0 5 1297 0 12 1 1047 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1604 2382 526 1752 2384 649 1051 0 0 947 1297 0 0 Stage 1 1075 1075 - 1307 1307 -- - - - - - - Stage 2 529 1307 - 445 1077 -- - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 -- - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 -- - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 111 34 425 90 34 354 370 - - 470 281 - - Stage 1 177 294 - 121 228 -- - - - - - - Stage 2 457 228 - 514 293 -- - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 107 33 425 87 33 354 370 - - 445 445 - - Mov Cap-2 Maneuver 107 33 - 87 33 -- - - - - - - Stage 1 175 285 - 119 225 -- - - - - - - Stage 2 451 225 - 498 285 -- - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.3 0 0.1 0.2 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 370 - - 171 - 445 - - HCM Lane V/C Ratio 0.015 - - 0.013 - 0.03 - - HCM Control Delay (s) 14.9 - - 26.3 0 13.3 - - HCM Lane LOS B - - D A B - - HCM 95th %tile Q(veh) 0 - - 0 - 0.1 - - HCM 6th TWSC Recent PM 3: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report recent pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 14 0 0 1 6 4 1482 1 10 1 2003 2 Future Vol, veh/h 1 0 14 0 0 1 6 4 1482 1 10 1 2003 2 Conflicting Peds, #/hr 0 0 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 Free Free RT Channelized - - None - - None - - - None - - - None Storage Length -- - - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 15 0 0 1 6 4 1577 1 11 1 2131 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2807 3754 1067 2474 3755 789 1557 2133 0 0 1152 1578 0 0 Stage 1 2156 2156 - 1598 1598 - - - - - - - - - Stage 2 651 1598 - 876 2157 - - - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.64 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 2.32 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 20 4 187 32 4 286 214 107 - - 362 204 - - Stage 1 30 86 - 75 164 - - - - - - - - - Stage 2 386 164 - 281 86 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 18 4 187 27 4 286 148 148 - - 337 337 - - Mov Cap-2 Maneuver 18 4 - 27 4 - - - - - - - - - Stage 1 28 83 - 69 152 - - - - - - - - - Stage 2 356 152 - 249 83 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 41.3 17.6 0.2 0.1 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 148 - - 115 286 337 - - HCM Lane V/C Ratio 0.072 - - 0.139 0.004 0.035 - - HCM Control Delay (s) 31.2 - - 41.3 17.6 16.1 - - HCM Lane LOS D - - E C C - - HCM 95th %tile Q(veh) 0.2 - - 0.5 0 0.1 - - 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 6th Signalized Intersection Summary Short Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 3 0 5 16 0 45 8 3 1200 18 4 16 Future Volume (veh/h) 3 0 5 16 0 45 8 3 1200 18 4 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 3 0 6 18 0 51 3 1364 20 18 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 10 0 20 93 0 86 461 4139 61 378 Arrive On Green 0.02 0.00 0.02 0.05 0.00 0.05 1.00 1.00 1.00 1.00 Sat Flow, veh/h 548 0 1097 1781 0 1648 495 5185 76 391 Grp Volume(v), veh/h 9 0 0 18 0 51 3 896 488 18 Grp Sat Flow(s),veh/h/ln 1645 0 0 1781 0 1648 495 1702 1857 391 Q Serve(g_s), s 0.6 0.0 0.0 1.1 0.0 3.3 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.6 0.0 0.0 1.1 0.0 3.3 0.0 0.0 0.0 0.0 Prop In Lane 0.33 0.67 1.00 1.00 1.00 0.04 1.00 Lane Grp Cap(c), veh/h 29 0 0 93 0 86 461 2718 1482 378 V/C Ratio(X) 0.31 0.00 0.00 0.19 0.00 0.59 0.01 0.33 0.33 0.05 Avail Cap(c_a), veh/h 150 0 0 162 0 150 461 2718 1482 378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 Uniform Delay (d), s/veh 53.3 0.0 0.0 49.9 0.0 51.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 0.0 1.0 0.0 6.4 0.0 0.3 0.6 0.2 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.5 0.0 1.5 0.0 0.1 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.1 0.0 0.0 50.9 0.0 57.4 0.0 0.3 0.6 0.2 LnGrp LOS E A A D A E A A A A Approach Vol, veh/h 9 69 1387 Approach Delay, s/veh 59.1 55.7 0.4 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 92.3 7.0 92.3 10.7 Change Period (Y+Rc), s 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 74.5 9.0 74.5 9.0 Max Q Clear Time (g_c+I1), s 2.0 2.6 2.0 5.3 Green Ext Time (p_c), s 5.0 0.0 6.2 0.0 Intersection Summary HCM 6th Ctrl Delay 2.0 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Short Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report sb am.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 993 7 Future Volume (veh/h) 993 7 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 1128 8 Peak Hour Factor 0.88 0.88 Percent Heavy Veh, % 2 2 Cap, veh/h 4176 30 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5231 37 Grp Volume(v), veh/h 734 402 Grp Sat Flow(s),veh/h/ln 1702 1864 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.02 Lane Grp Cap(c), veh/h 2718 1488 V/C Ratio(X) 0.27 0.27 Avail Cap(c_a), veh/h 2718 1488 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.97 0.97 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.4 LnGrp LOS A A Approach Vol, veh/h 1154 Approach Delay, s/veh 0.3 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Short Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report sb am.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 35 Yellow Time (s)4 3 4 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 39.5 9.5 39.5 24.5 End Time (s) 9.5 24.5 9.5 39.5 Yield/Force Off (s) 4 18.5 4 33.5 Yield/Force Off 170(s) 4 18.5 4 33.5 Local Start Time (s) 35.5 5.5 35.5 20.5 Local Yield (s) 0 14.5 0 29.5 Local Yield 170(s) 0 14.5 0 29.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 4 (4%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Short Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report sb am.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 9 18 51 12 1384 23 1136 v/c Ratio 0.05 0.15 0.18 0.04 0.33 0.09 0.27 Control Delay 0.5 50.1 1.4 4.6 6.0 1.6 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.5 50.1 1.4 4.6 6.0 1.6 0.9 Queue Length 50th (ft) 0 12 0 3 170 0 7 Queue Length 95th (ft) 0 34 0 m6 319 4 34 Internal Link Dist (ft) 516 684 292 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 228 160 312 342 4177 257 4182 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 0.04 0.11 0.16 0.04 0.33 0.09 0.27 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report sb pm.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 7 1 3 54 2 45 8 1 1544 33 2 23 Future Volume (veh/h) 7 1 3 54 2 45 8 1 1544 33 2 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 7 1 3 56 2 47 1 1608 34 24 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 20 3 9 98 4 88 208 4123 87 304 Arrive On Green 0.02 0.02 0.02 0.06 0.06 0.06 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1101 157 472 1781 68 1591 185 5145 109 305 Grp Volume(v), veh/h 11 0 0 56 0 49 1 1064 578 24 Grp Sat Flow(s),veh/h/ln 1730 0 0 1781 0 1659 185 1702 1850 305 Q Serve(g_s), s 0.8 0.0 0.0 3.7 0.0 3.5 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.8 0.0 0.0 3.7 0.0 3.5 0.0 0.0 0.0 0.0 Prop In Lane 0.64 0.27 1.00 0.96 1.00 0.06 1.00 Lane Grp Cap(c), veh/h 32 0 0 98 0 91 208 2728 1482 304 V/C Ratio(X) 0.34 0.00 0.00 0.57 0.00 0.54 0.00 0.39 0.39 0.08 Avail Cap(c_a), veh/h 130 0 0 163 0 152 208 2728 1482 304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.69 Uniform Delay (d), s/veh 58.2 0.0 0.0 55.3 0.0 55.2 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 0.0 5.2 0.0 4.8 0.0 0.4 0.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 1.8 0.0 1.6 0.0 0.2 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.3 0.0 0.0 60.5 0.0 60.0 0.0 0.4 0.8 0.3 LnGrp LOS E A A E A E A A A A Approach Vol, veh/h 11 105 1643 Approach Delay, s/veh 64.3 60.3 0.5 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 101.2 7.2 101.2 11.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 84.0 8.0 84.0 10.0 Max Q Clear Time (g_c+I1), s 2.0 2.8 2.0 5.7 Green Ext Time (p_c), s 15.0 0.0 8.2 0.1 Intersection Summary HCM 6th Ctrl Delay 2.4 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Short Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report sb pm.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 2064 5 Future Volume (veh/h) 2064 5 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 2150 5 Peak Hour Factor 0.96 0.96 Percent Heavy Veh, % 2 2 Cap, veh/h 4215 10 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5260 12 Grp Volume(v), veh/h 1391 764 Grp Sat Flow(s),veh/h/ln 1702 1868 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.01 Lane Grp Cap(c), veh/h 2728 1497 V/C Ratio(X) 0.51 0.51 Avail Cap(c_a), veh/h 2728 1497 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.69 0.69 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.5 0.9 LnGrp LOS A A Approach Vol, veh/h 2179 Approach Delay, s/veh 0.6 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Short Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report sb pm.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 16 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114 84 114 98 End Time (s) 84 98 84 114 Yield/Force Off (s) 78 92 78 108 Yield/Force Off 170(s) 78 92 78 108 Local Start Time (s) 36 6 36 20 Local Yield (s) 0 14 0 30 Local Yield 170(s) 0 14 0 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 78 (65%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Short Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report sb pm.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 11 56 49 9 1642 26 2155 v/c Ratio 0.10 0.39 0.28 0.09 0.40 0.14 0.52 Control Delay 47.0 59.8 19.3 5.2 2.4 3.2 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 59.8 19.3 5.2 2.4 3.2 2.0 Queue Length 50th (ft) 6 42 1 1 43 2 67 Queue Length 95th (ft) 25 84 40 m3 107 m4 82 Internal Link Dist (ft) 413 682 293 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 133 165 196 97 4120 185 4132 Starvation Cap Reductn 0 0 0 0 0 0 256 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.34 0.25 0.09 0.40 0.14 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Short Bkgrd AM 2: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/20/2024 Synchro 11 Light Report sb am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 0 0 0 5 1240 0 12 1 1002 4 Future Vol, veh/h 1 0 1 0 0 0 5 1240 0 12 1 1002 4 Conflicting Peds, #/hr 0 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 Free RT Channelized - - None - - None - - None - - - None Storage Length -- - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 0 0 0 5 1363 0 13 1 1101 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1686 2504 553 1841 2506 682 1105 0 0 995 1363 0 0 Stage 1 1131 1131 - 1373 1373 -- - - - - - - Stage 2 555 1373 - 468 1133 -- - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 -- - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 -- - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 99 28 408 80 28 336 348 - - 442 260 - - Stage 1 161 277 - 109 212 -- - - - - - - Stage 2 441 212 - 498 276 -- - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 95 27 408 77 27 336 348 - - 419 419 - - Mov Cap-2 Maneuver 95 27 - 77 27 -- - - - - - - Stage 1 159 268 - 107 209 -- - - - - - - Stage 2 435 209 - 480 267 -- - - - - - - Approach EB WB NB SB HCM Control Delay, s 28.7 0 0.1 0.2 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 348 - - 154 - 419 - - HCM Lane V/C Ratio 0.016 - - 0.014 - 0.034 - - HCM Control Delay (s) 15.5 - - 28.7 0 13.9 - - HCM Lane LOS C - - D A B - - HCM 95th %tile Q(veh) 0 - - 0 - 0.1 - - HCM 6th TWSC Short Bkgrd PM 3: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report sb pm.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 15 0 0 1 6 4 1558 1 11 1 2105 2 Future Vol, veh/h 1 0 15 0 0 1 6 4 1558 1 11 1 2105 2 Conflicting Peds, #/hr 0 0 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 Free Free RT Channelized - - None - - None - - - None - - - None Storage Length -- - - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 16 0 0 1 6 4 1657 1 12 1 2239 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2949 3944 1121 2600 3945 829 1636 2241 0 0 1211 1658 0 0 Stage 1 2266 2266 - 1678 1678 - - - - - - - - - Stage 2 683 1678 - 922 2267 - - - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.64 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 2.32 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 16 3 172 27 3 269 194 94 - - 335 186 - - Stage 1 25 75 - 66 150 - - - - - - - - - Stage 2 369 150 - 263 75 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 14 3 172 22 3 269 131 131 - - 313 313 - - Mov Cap-2 Maneuver 14 3 - 22 3 - - - - - - - - - Stage 1 23 72 - 60 137 - - - - - - - - - Stage 2 337 137 - 229 72 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 47.7 18.4 0.2 0.1 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 131 - - 101 269 313 - - HCM Lane V/C Ratio 0.081 - - 0.169 0.004 0.041 - - HCM Control Delay (s) 34.9 - - 47.7 18.4 17 - - HCM Lane LOS D - - E C C - - HCM 95th %tile Q(veh) 0.3 - - 0.6 0 0.1 - - APPENDIX E HCM 6th Signalized Intersection Summary Long Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb am.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 4 0 6 18 0 53 10 4 1407 21 5 18 Future Volume (veh/h) 4 0 6 18 0 53 10 4 1407 21 5 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 4 0 7 20 0 59 4 1563 23 20 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 12 0 20 103 0 95 399 4100 60 320 Arrive On Green 0.02 0.00 0.02 0.06 0.00 0.06 1.00 1.00 1.00 1.00 Sat Flow, veh/h 600 0 1051 1781 0 1648 422 5184 76 322 Grp Volume(v), veh/h 11 0 0 20 0 59 4 1026 560 20 Grp Sat Flow(s),veh/h/ln 1651 0 0 1781 0 1648 422 1702 1856 322 Q Serve(g_s), s 0.7 0.0 0.0 1.2 0.0 3.8 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 0.0 1.2 0.0 3.8 0.0 0.0 0.0 0.0 Prop In Lane 0.36 0.64 1.00 1.00 1.00 0.04 1.00 Lane Grp Cap(c), veh/h 32 0 0 103 0 95 399 2692 1468 320 V/C Ratio(X) 0.34 0.00 0.00 0.19 0.00 0.62 0.01 0.38 0.38 0.06 Avail Cap(c_a), veh/h 150 0 0 162 0 150 399 2692 1468 320 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 Uniform Delay (d), s/veh 53.2 0.0 0.0 49.4 0.0 50.6 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 0.0 0.9 0.0 6.4 0.0 0.4 0.8 0.4 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.6 0.0 1.8 0.0 0.2 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.4 0.0 0.0 50.3 0.0 57.0 0.0 0.4 0.8 0.4 LnGrp LOS E A A D A E A A A A Approach Vol, veh/h 11 79 1590 Approach Delay, s/veh 59.4 55.3 0.5 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 91.5 7.1 91.5 11.4 Change Period (Y+Rc), s 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 74.5 9.0 74.5 9.0 Max Q Clear Time (g_c+I1), s 2.0 2.7 2.0 5.8 Green Ext Time (p_c), s 6.2 0.0 7.7 0.0 Intersection Summary HCM 6th Ctrl Delay 2.1 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Long Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb am.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 1165 9 Future Volume (veh/h) 1165 9 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 1294 10 Peak Hour Factor 0.90 0.90 Percent Heavy Veh, % 2 2 Cap, veh/h 4133 32 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5227 40 Grp Volume(v), veh/h 843 461 Grp Sat Flow(s),veh/h/ln 1702 1863 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.02 Lane Grp Cap(c), veh/h 2692 1473 V/C Ratio(X) 0.31 0.31 Avail Cap(c_a), veh/h 2692 1473 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.97 0.97 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.5 LnGrp LOS A A Approach Vol, veh/h 1324 Approach Delay, s/veh 0.4 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Long Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb am.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 35 Yellow Time (s)4 3 4 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 39.5 9.5 39.5 24.5 End Time (s) 9.5 24.5 9.5 39.5 Yield/Force Off (s) 4 18.5 4 33.5 Yield/Force Off 170(s) 4 18.5 4 33.5 Local Start Time (s) 35.5 5.5 35.5 20.5 Local Yield (s) 0 14.5 0 29.5 Local Yield 170(s) 0 14.5 0 29.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 4 (4%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Long Bkgrd AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb am.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 11 20 59 15 1586 26 1304 v/c Ratio 0.06 0.16 0.23 0.05 0.38 0.13 0.31 Control Delay 0.7 50.3 2.0 5.1 6.9 2.6 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.7 50.3 2.0 5.1 6.9 2.6 1.1 Queue Length 50th (ft) 0 14 0 4 207 1 12 Queue Length 95th (ft) 0 38 0 m8 417 6 49 Internal Link Dist (ft) 516 684 292 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 228 160 290 282 4171 202 4176 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 0.05 0.13 0.20 0.05 0.38 0.13 0.31 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb pm.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 9 1 4 63 2 53 10 1 1810 38 2 27 Future Volume (veh/h) 9 1 4 63 2 53 10 1 1810 38 2 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 9 1 4 66 2 55 1 1885 40 28 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 23 3 10 109 4 98 161 4080 87 244 Arrive On Green 0.02 0.02 0.02 0.06 0.06 0.06 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1110 123 493 1781 58 1599 128 5145 109 232 Grp Volume(v), veh/h 14 0 0 66 0 57 1 1247 678 28 Grp Sat Flow(s),veh/h/ln 1726 0 0 1781 0 1657 128 1702 1850 232 Q Serve(g_s), s 1.0 0.0 0.0 4.3 0.0 4.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 0.0 4.3 0.0 4.0 0.0 0.0 0.0 0.0 Prop In Lane 0.64 0.29 1.00 0.96 1.00 0.06 1.00 Lane Grp Cap(c), veh/h 36 0 0 109 0 101 161 2700 1467 244 V/C Ratio(X) 0.39 0.00 0.00 0.61 0.00 0.56 0.01 0.46 0.46 0.11 Avail Cap(c_a), veh/h 129 0 0 163 0 152 161 2700 1467 244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.69 Uniform Delay (d), s/veh 58.0 0.0 0.0 54.9 0.0 54.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 6.8 0.0 0.0 5.3 0.0 4.8 0.1 0.6 1.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 2.1 0.0 1.8 0.0 0.2 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.8 0.0 0.0 60.3 0.0 59.6 0.1 0.6 1.1 0.7 LnGrp LOS E A A E A E A A A A Approach Vol, veh/h 14 123 1926 Approach Delay, s/veh 64.8 60.0 0.7 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 100.2 7.5 100.2 12.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 84.0 8.0 84.0 10.0 Max Q Clear Time (g_c+I1), s 2.0 3.0 2.0 6.3 Green Ext Time (p_c), s 22.6 0.0 11.0 0.1 Intersection Summary HCM 6th Ctrl Delay 2.6 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Long Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb pm.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 2420 6 Future Volume (veh/h) 2420 6 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 2521 6 Peak Hour Factor 0.96 0.96 Percent Heavy Veh, % 2 2 Cap, veh/h 4171 10 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5260 13 Grp Volume(v), veh/h 1631 896 Grp Sat Flow(s),veh/h/ln 1702 1868 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.01 Lane Grp Cap(c), veh/h 2700 1482 V/C Ratio(X) 0.60 0.60 Avail Cap(c_a), veh/h 2700 1482 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.69 0.69 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.7 1.3 LnGrp LOS A A Approach Vol, veh/h 2555 Approach Delay, s/veh 0.9 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Long Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb pm.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 16 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114 84 114 98 End Time (s) 84 98 84 114 Yield/Force Off (s) 78 92 78 108 Yield/Force Off 170(s) 78 92 78 108 Local Start Time (s) 36 6 36 20 Local Yield (s) 0 14 0 30 Local Yield 170(s) 0 14 0 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 78 (65%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Long Bkgrd PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb pm.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 14 66 57 11 1925 30 2527 v/c Ratio 0.13 0.45 0.30 0.18 0.48 0.24 0.63 Control Delay 45.5 61.6 18.5 10.4 3.2 6.3 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.5 61.6 18.5 10.4 3.2 6.3 2.9 Queue Length 50th (ft) 7 49 1 1 51 2 90 Queue Length 95th (ft) 29 96 43 m4 128 m5 105 Internal Link Dist (ft) 413 682 293 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 133 165 203 61 4001 125 4013 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 0.11 0.40 0.28 0.18 0.48 0.24 0.63 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Long Bkgrd AM 2: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 0 0 0 6 1454 0 14 1 1174 5 Future Vol, veh/h 1 0 1 0 0 0 6 1454 0 14 1 1174 5 Conflicting Peds, #/hr 0 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 Free RT Channelized - - None - - None - - None - - - None Storage Length -- - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 1 0 0 0 6 1563 0 15 1 1262 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1934 2872 634 2112 2874 782 1267 0 0 1141 1563 0 0 Stage 1 1297 1297 - 1575 1575 -- - - - - - - Stage 2 637 1575 - 537 1299 -- - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 -- - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 -- - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 70 16 362 54 16 289 290 - - 367 207 - - Stage 1 123 230 - 78 169 -- - - - - - - Stage 2 393 169 - 452 230 -- - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 67 15 362 51 15 289 290 - - 349 349 - - Mov Cap-2 Maneuver 67 15 - 51 15 -- - - - - - - Stage 1 120 219 - 76 165 -- - - - - - - Stage 2 385 165 - 430 219 -- - - - - - - Approach EB WB NB SB HCM Control Delay, s 37.5 0 0.1 0.2 HCM LOS E A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 290 - - 113 - 349 - - HCM Lane V/C Ratio 0.022 - - 0.019 - 0.046 - - HCM Control Delay (s) 17.7 - - 37.5 0 15.8 - - HCM Lane LOS C - - E A C - - HCM 95th %tile Q(veh) 0.1 - - 0.1 - 0.1 - - HCM 6th TWSC Long Bkgrd PM 3: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lb pm.syn Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 17 0 0 1 7 5 1826 1 12 1 2468 2 Future Vol, veh/h 1 0 17 0 0 1 7 5 1826 1 12 1 2468 2 Conflicting Peds, #/hr 0 0 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 Free Free RT Channelized - - None - - None - - - None - - - None Storage Length -- - - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 18 0 0 1 7 5 1922 1 13 1 2598 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3420 4574 1300 3014 4575 962 1898 2600 0 0 1404 1923 0 0 Stage 1 2627 2627 - 1947 1947 - - - - - - - - - Stage 2 793 1947 - 1067 2628 - - - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.64 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 2.32 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 8 1 130 14 1 220 137 61 - - 261 137 - - Stage 1 13 49 - 42 110 - - - - - - - - - Stage 2 316 110 - 214 49 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 7 1 130 10 1 220 85 85 - - 243 243 - - Mov Cap-2 Maneuver 7 1 - 10 1 - - - - - - - - - Stage 1 11 46 - 36 93 - - - - - - - - - Stage 2 267 93 - 174 46 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 80.2 21.4 0.4 0.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 85 - - 66 220 243 - - HCM Lane V/C Ratio 0.149 - - 0.287 0.005 0.056 - - HCM Control Delay (s) 54.5 - - 80.2 21.4 20.7 - - HCM Lane LOS F - - F C C - - HCM 95th %tile Q(veh) 0.5 - - 1 0 0.2 - - APPENDIX F HCM 6th Signalized Intersection Summary Short Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st am.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 14 0 7 16 0 45 8 6 1200 18 4 16 Future Volume (veh/h) 14 0 7 16 0 45 8 6 1200 18 4 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 16 0 8 18 0 51 7 1364 20 18 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 32 0 16 93 0 86 452 4086 60 344 Arrive On Green 0.03 0.00 0.03 0.05 0.00 0.05 0.79 0.79 0.79 1.00 Sat Flow, veh/h 1140 0 570 1781 0 1648 490 5185 76 391 Grp Volume(v), veh/h 24 0 0 18 0 51 7 896 488 18 Grp Sat Flow(s),veh/h/ln 1711 0 0 1781 0 1648 490 1702 1857 391 Q Serve(g_s), s 1.5 0.0 0.0 1.1 0.0 3.3 0.3 8.3 8.3 0.5 Cycle Q Clear(g_c), s 1.5 0.0 0.0 1.1 0.0 3.3 0.3 8.3 8.3 8.8 Prop In Lane 0.67 0.33 1.00 1.00 1.00 0.04 1.00 Lane Grp Cap(c), veh/h 48 0 0 93 0 86 452 2683 1463 344 V/C Ratio(X) 0.50 0.00 0.00 0.19 0.00 0.59 0.02 0.33 0.33 0.05 Avail Cap(c_a), veh/h 156 0 0 162 0 150 452 2683 1463 344 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 Uniform Delay (d), s/veh 52.7 0.0 0.0 49.9 0.0 51.0 2.5 3.3 3.3 0.4 Incr Delay (d2), s/veh 7.9 0.0 0.0 1.0 0.0 6.4 0.1 0.3 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 0.5 0.0 1.5 0.0 2.0 2.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.6 0.0 0.0 50.9 0.0 57.4 2.6 3.7 4.0 0.7 LnGrp LOS E A A D A E A A A A Approach Vol, veh/h 24 69 1391 Approach Delay, s/veh 60.6 55.7 3.8 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 91.2 8.1 91.2 10.7 Change Period (Y+Rc), s 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 74.5 9.0 74.5 9.0 Max Q Clear Time (g_c+I1), s 10.8 3.5 10.3 5.3 Green Ext Time (p_c), s 5.1 0.0 6.3 0.0 Intersection Summary HCM 6th Ctrl Delay 4.1 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Short Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st am.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 996 13 Future Volume (veh/h) 996 13 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 1132 15 Peak Hour Factor 0.88 0.88 Percent Heavy Veh, % 2 2 Cap, veh/h 4093 54 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5193 69 Grp Volume(v), veh/h 742 405 Grp Sat Flow(s),veh/h/ln 1702 1858 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.04 Lane Grp Cap(c), veh/h 2683 1464 V/C Ratio(X) 0.28 0.28 Avail Cap(c_a), veh/h 2683 1464 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.97 0.97 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.5 LnGrp LOS A A Approach Vol, veh/h 1165 Approach Delay, s/veh 0.3 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Short Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st am.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 35 Yellow Time (s)4 3 4 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 39.5 9.5 39.5 24.5 End Time (s) 9.5 24.5 9.5 39.5 Yield/Force Off (s) 4 18.5 4 33.5 Yield/Force Off 170(s) 4 18.5 4 33.5 Local Start Time (s) 35.5 5.5 35.5 20.5 Local Yield (s) 0 14.5 0 29.5 Local Yield 170(s) 0 14.5 0 29.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 4 (4%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Short Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st am.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 24 18 51 16 1384 23 1147 v/c Ratio 0.13 0.15 0.19 0.05 0.35 0.10 0.29 Control Delay 1.5 50.1 1.6 7.4 8.9 2.4 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.5 50.1 1.6 7.4 8.9 2.4 1.4 Queue Length 50th (ft) 0 12 0 5 222 2 34 Queue Length 95th (ft) 0 34 0 m8 317 4 35 Internal Link Dist (ft) 516 684 292 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 232 160 295 318 3972 242 3973 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 0.10 0.11 0.17 0.05 0.35 0.10 0.29 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st pm.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 38 1 10 54 2 45 8 11 1544 33 2 23 Future Volume (veh/h) 38 1 10 54 2 45 8 11 1544 33 2 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 40 1 10 56 2 47 11 1608 34 24 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 62 2 16 98 4 88 199 3984 84 296 Arrive On Green 0.05 0.05 0.05 0.06 0.06 0.06 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1365 34 341 1781 68 1591 180 5145 109 305 Grp Volume(v), veh/h 51 0 0 56 0 49 11 1064 578 24 Grp Sat Flow(s),veh/h/ln 1741 0 0 1781 0 1659 180 1702 1850 305 Q Serve(g_s), s 3.5 0.0 0.0 3.7 0.0 3.5 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 3.7 0.0 3.5 0.0 0.0 0.0 0.0 Prop In Lane 0.78 0.20 1.00 0.96 1.00 0.06 1.00 Lane Grp Cap(c), veh/h 79 0 0 98 0 91 199 2636 1432 296 V/C Ratio(X) 0.64 0.00 0.00 0.57 0.00 0.54 0.06 0.40 0.40 0.08 Avail Cap(c_a), veh/h 131 0 0 163 0 152 199 2636 1432 296 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.69 Uniform Delay (d), s/veh 56.3 0.0 0.0 55.3 0.0 55.2 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 8.4 0.0 0.0 5.2 0.0 4.8 0.5 0.5 0.8 0.4 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 %ile BackOfQ(50%),veh/ln 1.7 0.0 0.0 1.8 0.0 1.6 0.0 0.2 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.7 0.0 0.0 60.5 0.0 60.0 0.5 0.5 0.8 0.4 LnGrp LOS E A A E A E A A A A Approach Vol, veh/h 51 105 1653 Approach Delay, s/veh 64.7 60.3 0.6 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 97.9 10.5 97.9 11.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 84.0 8.0 84.0 10.0 Max Q Clear Time (g_c+I1), s 2.0 5.5 2.0 5.7 Green Ext Time (p_c), s 15.5 0.0 8.8 0.1 Intersection Summary HCM 6th Ctrl Delay 3.0 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Short Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st pm.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 2072 24 Future Volume (veh/h) 2072 24 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 2158 25 Peak Hour Factor 0.96 0.96 Percent Heavy Veh, % 2 2 Cap, veh/h 4029 47 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5203 60 Grp Volume(v), veh/h 1411 772 Grp Sat Flow(s),veh/h/ln 1702 1859 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.03 Lane Grp Cap(c), veh/h 2636 1440 V/C Ratio(X) 0.54 0.54 Avail Cap(c_a), veh/h 2636 1440 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.69 0.69 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.5 1.0 LnGrp LOS A A Approach Vol, veh/h 2207 Approach Delay, s/veh 0.7 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Short Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st pm.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 16 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114 84 114 98 End Time (s) 84 98 84 114 Yield/Force Off (s) 78 92 78 108 Yield/Force Off 170(s) 78 92 78 108 Local Start Time (s) 36 6 36 20 Local Yield (s) 0 14 0 30 Local Yield 170(s) 0 14 0 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 78 (65%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Short Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st pm.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 51 56 49 19 1642 26 2183 v/c Ratio 0.40 0.40 0.28 0.23 0.43 0.16 0.58 Control Delay 55.7 60.6 19.6 10.7 3.8 4.4 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.7 60.6 19.6 10.7 3.8 4.4 3.1 Queue Length 50th (ft) 32 42 1 2 82 3 78 Queue Length 95th (ft) 74 85 40 m6 107 m4 83 Internal Link Dist (ft) 413 682 293 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 138 162 193 82 3791 165 3794 Starvation Cap Reductn 0 0 0 0 0 0 187 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.35 0.25 0.23 0.43 0.16 0.61 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Short Total AM 2: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 3 0 0 0 6 1243 0 12 1 1004 7 Future Vol, veh/h 1 0 3 0 0 0 6 1243 0 12 1 1004 7 Conflicting Peds, #/hr 0 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 Free RT Channelized - - None - - None - - None - - - None Storage Length -- - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 3 0 0 0 7 1366 0 13 1 1103 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1695 2515 556 1849 2519 683 1111 0 0 997 1366 0 0 Stage 1 1135 1135 - 1380 1380 -- - - - - - - Stage 2 560 1380 - 469 1139 -- - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 -- - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 -- - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 98 28 406 79 28 336 346 - - 441 260 - - Stage 1 160 275 - 108 210 -- - - - - - - Stage 2 438 210 - 497 274 -- - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 94 27 406 75 27 336 346 - - 419 419 - - Mov Cap-2 Maneuver 94 27 - 75 27 -- - - - - - - Stage 1 157 266 - 106 206 -- - - - - - - Stage 2 429 206 - 476 265 -- - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.5 0 0.1 0.2 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 346 - - 222 - 419 - - HCM Lane V/C Ratio 0.019 - - 0.02 - 0.034 - - HCM Control Delay (s) 15.6 - - 21.5 0 13.9 - - HCM Lane LOS C - - C A B - - HCM 95th %tile Q(veh) 0.1 - - 0.1 - 0.1 - - HCM 6th TWSC Short Total PM 3: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report st pm.syn Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 21 0 0 1 6 6 1568 1 11 1 2112 10 Future Vol, veh/h 1 0 21 0 0 1 6 6 1568 1 11 1 2112 10 Conflicting Peds, #/hr 0 0 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 Free Free RT Channelized - - None - - None - - - None - - - None Storage Length -- - - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 22 0 0 1 6 6 1668 1 12 1 2247 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2970 3972 1129 2618 3977 835 1648 2258 0 0 1218 1669 0 0 Stage 1 2279 2279 - 1693 1693 - - - - - - - - - Stage 2 691 1693 - 925 2284 - - - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.64 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 2.32 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 15 3 170 26 3 267 191 92 - - 332 184 - - Stage 1 24 74 - 64 147 - - - - - - - - - Stage 2 365 147 - 262 74 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 13 3 170 20 3 267 119 119 - - 310 310 - - Mov Cap-2 Maneuver 13 3 - 20 3 - - - - - - - - - Stage 1 21 71 - 57 131 - - - - - - - - - Stage 2 324 131 - 218 71 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 46.4 18.5 0.3 0.1 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 119 - - 110 267 310 - - HCM Lane V/C Ratio 0.107 - - 0.213 0.004 0.041 - - HCM Control Delay (s) 39 - - 46.4 18.5 17.1 - - HCM Lane LOS E - - E C C - - HCM 95th %tile Q(veh) 0.4 - - 0.8 0 0.1 - - APPENDIX G HCM 6th Signalized Intersection Summary Long Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt am.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 15 0 8 18 0 53 10 7 1407 21 5 18 Future Volume (veh/h) 15 0 8 18 0 53 10 7 1407 21 5 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 17 0 9 20 0 59 8 1563 23 20 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 32 0 17 103 0 95 392 4050 60 287 Arrive On Green 0.03 0.00 0.03 0.06 0.00 0.06 0.78 0.78 0.78 1.00 Sat Flow, veh/h 1117 0 591 1781 0 1648 418 5184 76 322 Grp Volume(v), veh/h 26 0 0 20 0 59 8 1026 560 20 Grp Sat Flow(s),veh/h/ln 1708 0 0 1781 0 1648 418 1702 1856 322 Q Serve(g_s), s 1.7 0.0 0.0 1.2 0.0 3.8 0.5 10.4 10.4 0.9 Cycle Q Clear(g_c), s 1.7 0.0 0.0 1.2 0.0 3.8 0.5 10.4 10.4 11.3 Prop In Lane 0.65 0.35 1.00 1.00 1.00 0.04 1.00 Lane Grp Cap(c), veh/h 50 0 0 103 0 95 392 2659 1450 287 V/C Ratio(X) 0.52 0.00 0.00 0.19 0.00 0.62 0.02 0.39 0.39 0.07 Avail Cap(c_a), veh/h 155 0 0 162 0 150 392 2659 1450 287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 Uniform Delay (d), s/veh 52.7 0.0 0.0 49.4 0.0 50.6 2.7 3.8 3.8 0.7 Incr Delay (d2), s/veh 8.3 0.0 0.0 0.9 0.0 6.4 0.1 0.4 0.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.0 0.6 0.0 1.8 0.0 2.6 3.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.0 0.0 0.0 50.3 0.0 57.0 2.8 4.2 4.5 1.1 LnGrp LOS E A A D A E A A A A Approach Vol, veh/h 26 79 1594 Approach Delay, s/veh 61.0 55.3 4.3 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 90.4 8.2 90.4 11.4 Change Period (Y+Rc), s 5.5 6.0 5.5 6.0 Max Green Setting (Gmax), s 74.5 9.0 74.5 9.0 Max Q Clear Time (g_c+I1), s 13.3 3.7 12.4 5.8 Green Ext Time (p_c), s 6.3 0.0 7.8 0.0 Intersection Summary HCM 6th Ctrl Delay 4.4 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Long Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt am.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 1168 15 Future Volume (veh/h) 1168 15 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 1298 17 Peak Hour Factor 0.90 0.90 Percent Heavy Veh, % 2 2 Cap, veh/h 4058 53 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5194 68 Grp Volume(v), veh/h 851 464 Grp Sat Flow(s),veh/h/ln 1702 1858 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.04 Lane Grp Cap(c), veh/h 2659 1452 V/C Ratio(X) 0.32 0.32 Avail Cap(c_a), veh/h 2659 1452 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.97 0.97 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.6 LnGrp LOS A A Approach Vol, veh/h 1335 Approach Delay, s/veh 0.4 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Long Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt am.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None C-Max None Maximum Split (s) 80 15 80 15 Maximum Split (%) 72.7% 13.6% 72.7% 13.6% Minimum Split (s) 23.5 10 23.5 35 Yellow Time (s)4 3 4 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 39.5 9.5 39.5 24.5 End Time (s) 9.5 24.5 9.5 39.5 Yield/Force Off (s) 4 18.5 4 33.5 Yield/Force Off 170(s) 4 18.5 4 33.5 Local Start Time (s) 35.5 5.5 35.5 20.5 Local Yield (s) 0 14.5 0 29.5 Local Yield 170(s) 0 14.5 0 29.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 4 (4%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Long Total AM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt am.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 26 20 59 19 1586 26 1315 v/c Ratio 0.14 0.16 0.24 0.07 0.40 0.14 0.33 Control Delay 1.7 50.3 2.4 8.1 10.1 3.5 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.7 50.3 2.4 8.1 10.1 3.5 1.8 Queue Length 50th (ft) 0 14 0 7 271 2 45 Queue Length 95th (ft) 0 38 0 m11 417 6 50 Internal Link Dist (ft) 516 684 292 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 232 160 273 261 3966 190 3967 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 0.11 0.13 0.22 0.07 0.40 0.14 0.33 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt pm.syn Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 40 1 11 63 2 53 10 11 1810 38 2 27 Future Volume (veh/h) 40 1 11 63 2 53 10 11 1810 38 2 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1796 1870 1796 1870 1945 1796 1870 1870 1796 1870 Adj Flow Rate, veh/h 42 1 11 66 2 55 11 1885 40 28 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 Cap, veh/h 65 2 17 109 4 98 155 3941 84 237 Arrive On Green 0.05 0.05 0.05 0.06 0.06 0.06 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1353 32 354 1781 58 1599 124 5145 109 232 Grp Volume(v), veh/h 54 0 0 66 0 57 11 1247 678 28 Grp Sat Flow(s),veh/h/ln 1739 0 0 1781 0 1657 124 1702 1850 232 Q Serve(g_s), s 3.7 0.0 0.0 4.3 0.0 4.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.7 0.0 0.0 4.3 0.0 4.0 0.0 0.0 0.0 0.0 Prop In Lane 0.78 0.20 1.00 0.96 1.00 0.06 1.00 Lane Grp Cap(c), veh/h 83 0 0 109 0 101 155 2608 1417 237 V/C Ratio(X) 0.65 0.00 0.00 0.61 0.00 0.56 0.07 0.48 0.48 0.12 Avail Cap(c_a), veh/h 130 0 0 163 0 152 155 2608 1417 237 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.69 Uniform Delay (d), s/veh 56.1 0.0 0.0 54.9 0.0 54.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 8.2 0.0 0.0 5.3 0.0 4.8 0.9 0.6 1.2 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 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 2.1 0.0 1.8 0.0 0.2 0.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.4 0.0 0.0 60.3 0.0 59.6 0.9 0.6 1.2 0.7 LnGrp LOS E A A E A E A A A A Approach Vol, veh/h 54 123 1936 Approach Delay, s/veh 64.4 60.0 0.8 Approach LOS E E A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 96.9 10.7 96.9 12.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 84.0 8.0 84.0 10.0 Max Q Clear Time (g_c+I1), s 2.0 5.7 2.0 6.3 Green Ext Time (p_c), s 23.3 0.0 12.2 0.1 Intersection Summary HCM 6th Ctrl Delay 3.2 HCM 6th LOS A Notes User approved ignoring U-Turning movement. HCM 6th Signalized Intersection Summary Long Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt pm.syn Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 2428 25 Future Volume (veh/h) 2428 25 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1796 Adj Flow Rate, veh/h 2529 26 Peak Hour Factor 0.96 0.96 Percent Heavy Veh, % 2 2 Cap, veh/h 3992 41 Arrive On Green 1.00 1.00 Sat Flow, veh/h 5211 53 Grp Volume(v), veh/h 1650 905 Grp Sat Flow(s),veh/h/ln 1702 1860 Q Serve(g_s), s 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 Prop In Lane 0.03 Lane Grp Cap(c), veh/h 2608 1425 V/C Ratio(X) 0.63 0.63 Avail Cap(c_a), veh/h 2608 1425 HCM Platoon Ratio 2.00 2.00 Upstream Filter(I) 0.69 0.69 Uniform Delay (d), s/veh 0.0 0.0 Incr Delay (d2), s/veh 0.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.8 1.5 LnGrp LOS A A Approach Vol, veh/h 2583 Approach Delay, s/veh 1.1 Approach LOS A Timer - Assigned Phs Timing Report, Sorted By Phase Long Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt pm.syn Phase Number 2 4 6 8 Movement SBTL EBTL NBTL WBTL Lead/Lag Lead-Lag Optimize Recall Mode C-Max None Max None Maximum Split (s) 90 14 90 16 Maximum Split (%) 75.0% 11.7% 75.0% 13.3% Minimum Split (s) 23.5 10 23.5 16 Yellow Time (s) 4.5 3 4.5 3 All-Red Time (s) 1.5 3 1.5 3 Minimum Initial (s) 10 4 10 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) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 114 84 114 98 End Time (s) 84 98 84 114 Yield/Force Off (s) 78 92 78 108 Yield/Force Off 170(s) 78 92 78 108 Local Start Time (s) 36 6 36 20 Local Yield (s) 0 14 0 30 Local Yield 170(s) 0 14 0 30 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 78 (65%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 8: College (US 287) & Johnson/Spring Park Queues Long Total PM 8: College (US 287) & Johnson/Spring Park Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt pm.syn Lane Group EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 54 66 57 21 1925 30 2555 v/c Ratio 0.42 0.46 0.31 0.35 0.51 0.26 0.68 Control Delay 56.7 62.5 18.8 27.4 4.1 7.7 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.7 62.5 18.8 27.4 4.1 7.7 4.0 Queue Length 50th (ft) 34 49 1 3 97 3 103 Queue Length 95th (ft) 77 96 43 m13 128 m5 108 Internal Link Dist (ft) 413 682 293 471 Turn Bay Length (ft) 275 90 75 Base Capacity (vph) 138 162 200 60 3780 114 3784 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 0.39 0.41 0.28 0.35 0.51 0.26 0.68 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Long Total AM 2: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt am.syn Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 3 0 0 0 7 1457 0 14 1 1176 8 Future Vol, veh/h 1 0 3 0 0 0 7 1457 0 14 1 1176 8 Conflicting Peds, #/hr 0 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 Free RT Channelized - - None - - None - - None - - - None Storage Length -- - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - - 0 - Grade, % - 0 - - 0 - - 0 - - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 3 0 0 0 8 1567 0 15 1 1265 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1945 2885 637 2121 2889 784 1274 0 0 1144 1567 0 0 Stage 1 1302 1302 - 1583 1583 -- - - - - - - Stage 2 643 1583 - 538 1306 -- - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 -- - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 -- - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 69 16 360 53 16 288 288 - - 365 206 - - Stage 1 122 229 - 77 167 -- - - - - - - Stage 2 390 167 - 452 228 -- - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 65 15 360 50 15 288 288 - - 347 347 - - Mov Cap-2 Maneuver 65 15 - 50 15 -- - - - - - - Stage 1 119 218 - 75 162 -- - - - - - - Stage 2 379 162 - 427 218 -- - - - - - - Approach EB WB NB SB HCM Control Delay, s 26.9 0 0.1 0.2 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 288 - - 169 - 347 - - HCM Lane V/C Ratio 0.026 - - 0.025 - 0.046 - - HCM Control Delay (s) 17.8 - - 26.9 0 15.9 - - HCM Lane LOS C - - D A C - - HCM 95th %tile Q(veh) 0.1 - - 0.1 - 0.1 - - HCM 6th TWSC Long Total PM 3: College (US 287) & Arthur/Retail Access Scenario 1 City of Fort Collins Signal Timing 08/21/2024 Synchro 11 Light Report lt pm.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 23 0 0 1 7 7 1836 1 12 1 2475 10 Future Vol, veh/h 1 0 23 0 0 1 7 7 1836 1 12 1 2475 10 Conflicting Peds, #/hr 0 0 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 Free Free RT Channelized - - None - - None - - - None - - - None Storage Length -- - - - - - 80 - - - 80 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 24 0 0 1 7 7 1933 1 13 1 2605 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 3440 4601 1308 3032 4606 967 1910 2616 0 0 1412 1934 0 0 Stage 1 2639 2639 - 1962 1962 - - - - - - - - - Stage 2 801 1962 - 1070 2644 - - - - - - - - - Critical Hdwy 6.44 6.54 7.14 6.44 6.54 7.14 5.64 5.34 - - 5.64 5.34 - - Critical Hdwy Stg 1 7.34 5.54 - 7.34 5.54 - - - - - - - - - Critical Hdwy Stg 2 6.74 5.54 - 6.74 5.54 - - - - - - - - - Follow-up Hdwy 3.82 4.02 3.92 3.82 4.02 3.92 2.32 3.12 - - 2.32 3.12 - - Pot Cap-1 Maneuver 8 1 129 14 1 218 135 60 - - 259 135 - - Stage 1 13 48 - 41 108 - - - - - - - - - Stage 2 312 108 - 213 48 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 6 1 129 9 1 218 78 78 - - 241 241 - - Mov Cap-2 Maneuver 6 1 - 9 1 - - - - - - - - - Stage 1 10 45 - 33 87 - - - - - - - - - Stage 2 251 87 - 163 45 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 83 21.6 0.5 0.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 78 - - 70 218 241 - - HCM Lane V/C Ratio 0.189 - - 0.361 0.005 0.057 - - HCM Control Delay (s) 61.7 - - 83 21.6 20.8 - - HCM Lane LOS F - - F C C - - HCM 95th %tile Q(veh) 0.6 - - 1.4 0 0.2 - - APPENDIX H Spring Creek Trail Mason Trail Johnson Arthur Springpark Stuart Co l l e g e Sp r i n g Prospect Ba y MAX Station SCALE: 1"=600' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Johnson Drive Apartments TIS, August 2024 Pedestrian LOS Worksheet Project Location Classification: Transit Corridor Description of Applicable Destination Area Within 1320’ Destination Area Classification Directness Continuity Street Crossings Visual Interest & Amenities Security Spring Creek/Mason trails Recreational Residential/Commercial to the north Residential/ Commercial Commercial to the south using the trail Commercial Commercial to the south using College Ave Commercial Offices to the southwest Office Buildings CSU to the north Institutional Spring Creek Trail Mason Trail Johnson Arthur Springpark Stuart Co l l e g e Sp r i n g Prospect Ba y MAX Station SCALE: 1"=600' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Johnson Drive Apartments TIS, August 2024 Bicycle LOS Worksheet Minimum Actual Proposed Base Connectivity: C D D Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification Spring Creek/Mason trails Recreational B D D Residential/Commercial to the north Residential/ Commercial B D D Commercial to the south Commercial B D D CSU to the north Institutional B D D