The URL can be used to link to this page

Home My WebLink AboutPOWERHOUSE 2 - FDP220015 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Streets ............................................................................................................................. 2 Existing Traffic ................................................................................................................. 5 Existing Operation ........................................................................................................... 5 Pedestrians Facilities ...................................................................................................... 8 Bicycle Facilities .............................................................................................................. 8 Transit Facilities .............................................................................................................. 8 III. PROPOSED DEVELOPMENT ................................................................................. 9 Trip Generation ............................................................................................................... 9 Trip Distribution ............................................................................................................... 9 Background Traffic Projections ....................................................................................... 9 Trip Assignment/Total Traffic ........................................................................................ 15 Signal Warrants ............................................................................................................. 15 Geometry ...................................................................................................................... 19 Operation Analysis ........................................................................................................ 19 Pedestrian Level of Service ........................................................................................... 27 Pedestrian Evaluation at the Vine/Jerome Intersection ................................................. 30 Bicycle Level of Service ................................................................................................ 30 Transit Level of Service ................................................................................................. 31 IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 32 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 7 2. Trip Generation ....................................................................................................... 11 3. Short Range (2027) Background Peak Hour Operation .......................................... 21 4. Long Range (2045) Background Peak Hour Operation ........................................... 23 5. Short Range (2027) Total Peak Hour Operation ..................................................... 25 6. Long Range (2045) Total Peak Hour Operation ...................................................... 28 DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry.................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 6 4. Site Plan .................................................................................................................. 10 5. Trip Distribution ....................................................................................................... 12 6. Short Range (2027) Background Peak Hour Traffic ................................................ 13 7. Long Range (2045) Background Peak Hour Traffic................................................. 14 8. Site Generated Peak Hour Traffic ........................................................................... 16 9. Short Range (2027) Total Peak Hour Traffic ........................................................... 17 10. Long Range (2045) Total Peak Hour Traffic ............................................................ 18 11. Short Range (2027) and Long Range (2045) Geometry ......................................... 20 APPENDICES A. Base Assumptions Packet B. Recent Peak Hour Traffic C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards D. Signal Warrant E. Short Range (2027) Background Peak Hour Operation F. Long Range (2045) Background Peak Hour Operation G. Short Range (2027) Total Peak Hour Operation H. Long Range (2045) Total Peak Hour Operation I. Pedestrian/Bicycle Level of Service/Fort Collins Ped Data/Fort Collins Pedestrian Plan Chart 2 DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 1 I. INTRODUCTION This Transportation Impact Study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Powerhouse 2 development. The Powerhouse 2 site is located north of Vine Drive and east of College Avenue (US287) in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the owner’s representative (William T. Welch Company), the project planning consultant (BHA Design), the project architect (The Neenan Company), 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). Appendix A contains the Transportation Impact Study Base Assumptions form and related attachments for The Powerhouse 2 development. The study involved the following steps: • Collect physical, traffic, and development data; • Perform trip generation, trip distribution, and trip assignment; • Determine morning and afternoon peak hour traffic volumes; • Conduct capacity and operational level of service analyses on key intersections; • Analyze signal warrants; • Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. This TIS is a revision of the “Powerhouse 2 Transportation Impact Study” dated March 2022. It addresses City staff comments and the restricted the access to College Avenue (US287). DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of The Powerhouse 2 site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily commercial, residential, and open. There are commercial uses to the north, south, and east of the site There are residential uses to northeast of the site. There is open space to the west of the site. The Poudre River Whitewater Park and Poudre River Trail are to the south of the site. The center of Fort Collins is to the south of the Powerhouse 2 site. Streets The primary streets near The Powerhouse 2 site are College Avenue (US287), Vine Drive, Suniga Road, and Jerome Street. Figure 2 shows the current geometry at the key intersections. College Avenue (US287) is west of (adjacent to) the proposed the Powerhouse 2 site. College Avenue is a north-south street designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, College Avenue has a four-lane cross section (with a center lane) in this area. At the College/Vine intersection, College Avenue has a southbound left-turn lane, two through lanes in each direction, and northbound right-turn lane. The College/Vine intersection has signal control. At the College/Suniga intersection, College Avenue has a northbound and southbound left-turn lane, two through lanes in each direction, and northbound right-turn lane. The College/Suniga intersection has stop sign control on Suniga Road. The posted speed limit on College Avenue is 35 mph, south of Vine Drive and 40 mph, north of Vine Drive. Vine Drive is south of (adjacent to) the proposed the Powerhouse 2 site. Vine Drive is an east-west street designated as a two-lane arterial street on the Fort Collins Master Street Plan. Currently, Vine Drive has a two-lane cross section in this area. Vine Drive only has an east leg at the College/Vine intersection. At the College/Vine intersection, Vine Drive has a westbound left-turn lane and a westbound right-turn lane. At the Vine/Jerome-Business Access intersection, Vine Drive has all movements combined into single lanes. The Vine/Jerome-Business Access intersection has stop sign control on Jerome Street-Business Access. The posted speed limit on Vine Drive is 35 mph. Suniga Road is north of the proposed the Powerhouse 2 site. Suniga Road is an east-west street designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, Suniga Road has a four-lane cross section (with a center median) in this area. At the College/Sugina intersection, Suniga Road has a westbound SCALE: 1"=500' SITE LOCATION Figure 1 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 3 Powerhouse 2 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 4Jerome StreetCollege AvenueVine DriveSTOPSTOP STOPSTOP STOPSTOP - Denotes Lane Existing Right-in/Right-out AccessSTOP Suniga Road DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 5 left-turn lane, a westbound through lane, a westbound right-turn lane, and all eastbound movements are combined into a single lane. At the Suniga/Jerome intersection, Suniga Road has an eastbound and westbound left-turn lane and two through lanes in each direction. The Suniga/Jerome intersection has stop sign control on Jerome Street. The posted speed limit on Suniga Road is 40 mph Jerome Street is east of (adjacent to) the proposed the Powerhouse 2 site. Jerome Street is a north-south street designated as a two-lane collector street on the Fort Collins Master Street Plan. Currently, Jerome Street has a two-lane cross section in this area. Jerome Street only has a north leg at the Vine/Jerome-Business Access intersection. The south leg is a business access. At the Vine/Jerome intersection, Jerome Street has a southbound left-turn lane and a southbound right-turn lane. At the Suniga/Jerome intersection, Jerome Street has a northbound and southbound left- turn/through lane and a northbound and southbound right-turn lane. The posted speed limit on Jerome Street is 30 mph. Existing Traffic Recent peak hour traffic volumes at the College/Vine, College/Suniga, Suniga/Jerome, and Vine/Jerome-Business Access intersections are shown in Figure 3. The counts at the Vine/Jerome-Business Access intersection were obtained in January 2022. The counts at the College/Vine, College/Suniga, and Suniga/Jerome intersections were obtained in February 2022. Raw count data is provided in Appendix B. Existing Operation The College/Vine, College/Suniga, Suniga/Jerome, and Vine/Jerome-Business Access intersections were evaluated using techniques provided in the 2016 Highway Capacity Manual, 6th Edition. Using the morning and afternoon peak hour traffic shown in Figure 3, the peak hour operation is shown in Table 1. Calculations forms are provided in Appendix C. A description of level of service for signalized and unsignalized intersections from the 2016 Highway Capacity Manual 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 E or better for each movement and leg, and level of service D or better overall. 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. The City’s existing signal timing was used at the College/Vine intersection. RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 6 AM/PM13/14647/120022/1252/71060/86022/172/3 0/0 3/10 24/43 0/0 36/28 981/85199/100577/116967/9786/137 117/99 3/81/51/36/98/77/76/33 31/88 6/9 4/7 50/45 14/16 2/10/00/043/370/010/44/21 169/188 0/1 3/12 158/158 0/0Jerome StreetCollege AvenueVine Drive Suniga Road DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 7 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Vine (signal) WB LT D D WB RT C D WB APPROACH D D NB T A A NB RT A A NB APPROACH A A SB LT A A SB T A A SB APPROACH A A OVERALL A A College/Suniga (stop sign) EB LT/T/RT D D WB LT F (68.5 secs) F (209.1 secs) WB T A A WB RT B C WB APPROACH E (45.5 secs) F (91.5 secs) NB LT B B SB LT A B OVERALL A A Suniga/Jerome (stop sign) EB LT A A WB LT A A NB LT A B NB T/RT A A NB APPROACH A B SB LT A B SB T/RT A A SB APPROACH A A OVERALL A A Vine/Jerome (stop sign) EB LT/T/RT A A WB LT/T/RT A B NB LT/T/RT B B SB LT B A SB RT A A SB APPROACH A A OVERALL A A DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 8 The College/Vine, College/Suniga, Suniga/Jerome, and Vine/Jerome-Business Access intersections currently meet the Fort Collins operational criteria with existing control and geometry in the morning and afternoon peak hours. At the College/Suniga intersection, the calculated delay for the westbound left-turn movement is commensurate with level of service F in the morning and afternoon peak hours and the westbound approach is commensurate with level of service E and F in the morning and afternoon peak hours, respectively. Pedestrian Facilities There is a combination of attached and detached sidewalks along both sides of College Avenue. There are detached sidewalks with a landscaped parkway along both sides of Suniga Road. There is a detached sidewalk with a landscaped parkway along the Poudre River Whitewater Park on the south side of Vine Drive and along the Innosphere Ventures on the north side of Vine Drive. Other location along Vine Drive are missing sidewalk. There is a sidewalk with a landscaped parkways along the east side of Jerome Street from Vine Drive to Suniga Road. There is no sidewalk along the west side of Jerome Street at this time. Sidewalks will be incorporated within and adjacent to this development. Bicycle Facilities There are bicycle lanes along both sides of College Avenue, Vine Drive, Suniga Road, and Jerome Street within the study area, except on the north side of Vine Drive from College Avenue to Jerome Street. In June 2021, there was a fatal bike accident at the Vine/Jerome intersection. Based on accident data, the bicyclist swerved to avoid a puddle just west of the Vine/Jerome intersection. Based on the site visit, there is a gutter pan along the north side of Vine Drive between Jerome Street and College Avenue that does not drain well and lack of a bike lane. The Powerhouse 2 development will add curb and gutter and additional width for a bike lane to this section of Vine Drive. This will allow the area to drain adequately, therefore removing the need to avoid puddles in this area. Transit Facilities Currently, this area of Fort Collins is served by Transfort Route 8 and 81 with stops at the College/Vine intersection. DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 9 III. PROPOSED DEVELOPMENT The Powerhouse 2 is a proposed 165,898 square foot research and development building. Figure 4 shows the site plan of the Powerhouse 2 site. The short range analysis (Year 2027) includes development of the Powerhouse 2 and an appropriate increase in background traffic, due to normal growth, and other approved developments in the area. The long range future is considered to be 2045. The site plan shows that the Powerhouse 2 will have access to/from Vine Drive and Jerome Street. The right- in/right-out access to/from College Avenue will serve as emergency access. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. 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 the Powerhouse 2 site. The CSU lab space and Wet lab space will be used for research and development (Code 760). The administrative area, meeting rooms, commercial development are all expected to be office (Code 710) type uses. The café is used by employees and visitors to the Powerhouse 2. However, it may have some public use similar to the retail space. Therefore, the retail space and café were assumed to be strip retail (Code 822). The lobby/common space was divided proportionally based on the proposed uses. The farmer’s market and special events would be evening or weekend events that occur infrequently and not during the typical peak hours. A trip is defined as a one-way vehicle movement from origin to destination. Table 2 shows the expected trip generation on a daily and peak hour basis. The trip generation of the Powerhouse 2 resulted in 2,094 daily trip ends, 202 morning peak hour trip ends, and 221 afternoon peak hour trip ends. Trip Distribution Trip distribution for the Powerhouse 2 was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in the area, and engineering judgment. Figure 5 shows the trip distribution for the short range (2027) and long range (2045) analysis futures. The trip distribution was agreed to by City of Fort Collins staff. Background Traffic Projections Figures 6 and 7 show the short range (2027) and long range (2045) background traffic projections at the key intersections, respectively. Background traffic projections for the short range (2027) future horizon were obtained by reviewing CDOT 20-year traffic factor, the North Front Range Regional Transportation Plan, and various traffic studies prepared for this area of Fort Collins. The CDOT 20-year traffic factor for College Avenue (US287) is 1.14. It was determined that traffic volumes would increase SITE PLAN Figure 4 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 10 Approximate Scale 1"=60' DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 11 TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 760 R & D (CSU Lab Space) 86.123 KSF 11.08 954 0.84 73 0.19 16 0.13 13 0.85 71 710 General Office (Admin Offices) 12.119 KSF 10.84 132 1.34 16 0.18 2 0.25 3 1.19 14 760 R & D (Wet Lab) 20.469 KSF 11.08 226 0.84 17 0.19 4 0.13 3 0.85 17 710 General Office (Commercial) 34.442 KSF 10.84 374 1.34 46 0.18 6 0.25 8 1.19 42 710 General Office (Meeting Rooms) 6.590 KSF 10.84 72 1.34 9 0.18 1 0.25 1 1.19 8 822 Strip Retail Plaza 6.155 KSF 54.45 336 1.42 9 0.94 6 3.29 20 3.30 21 Total 2094 167 35 48 173 TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 12Jerome StreetCollege AvenueVine Drive Suniga Road 20% 5% 65% 10% SHORT RANGE (2027) BACKGROUND PEAK HOUR TRAFFIC Figure 6 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 13 AM/PM14/15714/132546/1982/81170/94928/302/3 0/0 3/11 37/55 0/0 103/70 1142/979109/110659/135175/11195/151 133/112 4/101/61/37/109/88/87/36 60/167 7/11 4/8 124/98 15/18 2/10/00/051/440/011/45/27 187/208 0/1 3/13 174/174 0/0Jerome StreetCollege AvenueVine Drive Suniga Road LONG RANGE (2045) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 1420/25880/1815180/3155/101440/1200170/26510/15 5/5 10/15 140/205 5/5 355/265 1605/1380155/160930/1905105/155135/215 185/155 30/2010/3010/520/1015/1040/2010/50 325/495 10/30 5/20 440/445 20/25 2/10/00/070/600/035/2020/50 265/295 0/1 10/25 250/250 0/0Jerome StreetCollege AvenueVine Drive Suniga Road AM/PM Rounded to Nearest 5 Vehicles DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 15 by 2% per year plus other developments in the area. The developments included in the short range (2027) future are the remaining Old Town North development and the Northfield development. The long range (2045) future assumed that Suniga Road would be extended from Lemay Avenue to Timberline Road. 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. Figure 8 shows the site generated peak hour traffic assignment. Figures 9 and 10 show the short range (2027) and long range (2045) total (site plus background) peak hour traffic assignment, respectively. 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. For the roads in the vicinity of the Powerhouse 2 development, four hour and/or eight hour signal warrants are applicable. These warrants require much data and are applied when the traffic is actually on the area road system. It is acknowledged that peak hour signal warrants should not be applied, but since the peak hour forecasts are readily available in a traffic impact study, it is reasonable to use them to get an idea whether other signal warrants may be met. If peak hour signal warrants will not be met at a given intersection, it is reasonable to conclude that it is not likely that other signal warrants would be met. If peak hour signal warrants are met, it merely indicates that further evaluation should occur in the future as the development occurs. However, a judgment can be made that some intersections will likely meet other signal warrants. Using the short range (2027) total peak hour traffic (Figure 9), the peak hour signal warrant will likely be met in the morning peak hour at the College/Suniga intersection. There is an expectation the signal will be installed at the College/Suniga intersection in the near future. The signal poles were installed when the east leg of Suniga Road was built. The peak hour signal warrant analyses are provided in Appendix D. Other stop sign controlled intersections will not meet peak hour signal warrants in the short range (2027) future. The short range operational analyses include both stop sign and signal control at the College/Suniga intersection. Using the long range (2045) total peak hour traffic (Figure 10), the peak hour signal warrant will be met in the morning and afternoon peak hour at the College/Suniga intersection. The peak hour signal warrant analyses are provided in Appendix D. SITE GENERATED PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 16 AM/PM5/2523/710/32/10 23/7109/315/25 23/112 2/102/910/3 8/2 2/111/711/3 2/10 7/2 10/3Jerome StreetCollege AvenueVine Drive Suniga Road 18/518/54/19 3/18 Site AccessBusinessAccessSite Access 26/1262/1010/3 2/11 121/35 11/3 SHORT RANGE (2027) TOTAL PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 17 AM/PM14/15719/135046/1982/81193/95638/332/3 0/0 3/11 39/65 0/0 103/70 1142/979132/117659/1351184/142100/176 156/224 6/201/63/127/109/88/87/36 60/167 17/14 4/8 124/98 23/20 2/10/00/053/550/012/1116/30 189/218 0/1 10/15 184/177 0/0Jerome StreetCollege AvenueVine Drive Sungia Road 18/58/4018/562/484/19 3/18 Site AccessBusinessAccessSite Access 26/1262/1010/3 229/230 121/35 203/239 LONG RANGE (2045) TOTAL PEAK HOUR TRAFFIC Figure 10 DELICH ASSOCIATES Powerhouse 2 TIS, June 2022 Page 18 AM/PM20/25885/1840180/3155/101465/1205180/27010/15 5/5 10/15 145/215 5/5 355/265 1605/1380180/165930/1905215/185140/240 210/265 35/3010/3015/1520/1015/1040/2010/50 325/495 20/35 5/20 440/445 30/30 2/10/00/075/700/035/3030/55 270/305 0/1 15/30 260/255 0/0Jerome StreetCollege AvenueVine Drive Sungia Road 20/525/8020/5105/805/20 5/20 Site AccessBusinessAccessSite Access 25/1255/1010/5 325/320 120/35 295/350 DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 19 Geometry Figure 11 shows a schematic of the short range (2027) and long range (0245) intersection geometry. This is the existing geometry at the College/Vine, College/Suniga, and Suniga/Jerome intersections. At the Vine/Site Access and Vine/Jerome intersections left-turn lanes or a center two-way left-turn lane are required. Left-turn lanes are required on all arterial streets. Operation Analysis Operation analyses were performed at the College/Vine, College/Suniga, Suniga/Jerome, Jerome/Site Access, Vine/Jerome-Business Access, and Vine/Site Access intersections. The operation analyses were conducted for the short range analysis, reflecting a year 2027 condition, and for the long range analysis, reflecting a year 2045 condition. The long range (2045) analysis is provided for informational purposes and to identify potential operational and/or geometric issues. Using the short range (2027) background traffic volumes shown in Figure 6, the College/Vine, College/Suniga, Suniga/Jerome, and Vine/Jerome-Business Access intersections operate as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E. The key intersections meet the Fort Collins criteria with regard to operation using the existing control, geometry, and signal timing. At the College/Suniga intersection, the calculated delay for the westbound left-turn movement is commensurate with level of service F in the morning and afternoon peak hours and the westbound approach is commensurate with level of service F in the morning and afternoon peak hours with stop sign control. The College/Suniga intersection will meet the Fort Collins criteria with signal control. Using the long range (2045) background traffic volumes shown in Figure 7, the College/Vine, College/Suniga, Suniga/Jerome, and Vine/Jerome-Business Access intersections operate as indicated in Table 4. Calculation forms for these analyses are provided in Appendix F. Using the short range (2027) total traffic volumes shown in Figure 9, the College/Vine, College/Suniga, Suniga/Jerome, Jerome/Site Access, Vine/Jerome- Business Access, and Vine/Site Access intersections operate as indicated in Table 5. Calculation forms for these analyses are provided in Appendix G. The key intersections meet the Fort Collins criteria with regard to operation using the existing control, geometry, and signal timing. At the College/Suniga intersection, the calculated delay for the westbound left-turn movement is commensurate with level of service F in the morning and afternoon peak hours and the westbound approach is commensurate with level of service F in the morning and afternoon peak hours with stop sign control. The College/Suniga intersection will meet the Fort Collins criteria with signal control. SHORT RANGE (2027) AND LONG RANGE (2045) INTERSECTION GEOMETRY Figure 11 DELICH ASSOCIATES Powerhouse 2 TIS,June 2022 Page 20Jerome StreetCollege AvenueVine Drive Sungia Road STOPSTOPSTOPSTOP STOPSTOP - Denotes Lane Site AccessSite Access - Required Lane DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 21 TABLE 3 Short Range (2025) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Vine (signal) WB LT D D WB RT C D WB APPROACH D D NB T A A NB RT A A NB APPROACH A A SB LT A A SB T A A SB APPROACH A A OVERALL A A College/Suniga (stop sign) EB LT/T/RT E (46.2 secs) E (37.2 secs) WB LT F (425.8 secs) F (1086.6 secs) WB T A A WB RT B C WB APPROACH F (316.3 secs) F (91.5 secs) NB LT B B SB LT A C OVERALL C D College/Suniga (signal) EB LT/T/RT D D WB LT C D WB T A A WB RT C A WB APPROACH C D NB LT A A NB T A A NB RT A A NB APPROACH A A SB LT A A SB T A A SB T/RT A A SB APPROACH A A OVERALL A A Continued on next page DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 22 Continued from previous page TABLE 3 Short Range (2025) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Suniga/Jerome (stop sign) EB LT A A WB LT A A NB LT B B NB T/RT A A NB APPROACH A B SB LT B B SB T/RT A A SB APPROACH B B OVERALL A A Vine/Jerome (stop sign) EB LT/T/RT A A WB LT/T/RT A A NB LT/T/RT B B SB LT B B SB RT A A SB APPROACH B A OVERALL A A DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 23 TABLE 4 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Vine (signal) WB LT D D WB RT C D WB APPROACH D D NB T A B NB RT A A NB APPROACH A B SB LT A C SB T A A SB APPROACH A A OVERALL A B College/Suniga (signal) EB LT/T/RT D D WB LT D E (64.1 secs) WB T C D WB RT C D WB APPROACH D E (58.0 secs) NB LT A A NB T B C NB RT A B NB APPROACH B C SB LT A E (57.8 secs) SB T B A SB T/RT B A SB APPROACH B B OVERALL B C Continued on next page DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 24 Continued from previous page TABLE 4 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Suniga/Jerome (stop sign) EB LT A A WB LT A A NB LT C D NB T/RT A B NB APPROACH C D SB LT C D SB T/RT A A SB APPROACH C C OVERALL A A Vine/Jerome (stop sign) EB LT A A WB LT A A NB LT/T/RT C C SB LT B C SB RT B B SB APPROACH B B OVERALL A A DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 25 TABLE 5 Short Range (2025) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Vine (signal) WB LT D D WB RT C D WB APPROACH D D NB T A B NB RT A A NB APPROACH A B SB LT A B SB T A A SB APPROACH A A OVERALL A B College/Suniga (stop sign) EB LT/T/RT F (50.3 secs) E (40.0 secs) WB LT F (497 secs) F (1199.4 secs) WB T A A WB RT B C WB APPROACH F (363.7 secs) F (630.3 secs) NB LT B B SB LT A C OVERALL C D College/Suniga (signal) EB LT/T/RT D D WB LT C D WB T A A WB RT C D WB APPROACH C D NB LT A A NB T A A NB RT A A NB APPROACH A A SB LT A A SB T A A SB T/RT A A SB APPROACH A A OVERALL A A Continued on next page DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 26 Continued from previous page TABLE 5 Short Range (2025) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Suniga/Jerome (stop sign) EB LT A A WB LT A A NB LT B B NB T/RT A A NB APPROACH A B SB LT B B SB T/RT A A SB APPROACH B B OVERALL A A Jerome/Site Access (stop sign) EB LT/RT A A NB LT/T A A OVERALL A A Vine/Jerome (stop sign) EB LT A A WB LT A A NB LT/T/RT B B SB LT B B SB RT A A SB APPROACH B B OVERALL A A Vine/Site Access (stop sign) EB LT A A SB LT/RT B B OVERALL A A DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 27 Using the traffic volumes shown in Figure 10, the College/Vine, College/Suniga, Suniga/Jerome, Jerome/Site Access, Vine/Jerome-Business Access, and Vine/Site Access intersections operate in the long range (2045) total condition as indicated in Table 6. Calculation forms for these analyses are provided in Appendix H. Pedestrian Level of Service Appendix I shows a map of the area that is within 1320 feet of The Powerhouse 2 site. There are six destination areas within 1320 feet of the proposed The Powerhouse 2: 1) the commercial area to the north of the site; 2) the residential neighborhood to the northeast of the site; 3) the commercial area to the east of the site; 4) the commercial, Whitewater Park, and Poudre Trail south of the site; 5) the Discovery Museum to the southwest of the site; and 6) River’s Edge Natural Area. The Powerhouse 2 development is located within an area termed as “commercial corridor,” which sets the level of service threshold at LOS C for street Crossing and LOS B for all measured categories. Directness – The distance ratio to all pedestrian destinations is less than 1.2 (LOS A). Continuity – The continuity to pedestrian destinations 1, 4, 5, and 6 will be acceptable at LOS B, since College Avenue and Vine Drive have sidewalk with landscaped parkways. The continuity to pedestrian destinations 2 and 3 are not acceptable at LOS D, since Jerome Street does not have sidewalk along the west side and Vine Drive does not have sidewalk for a short section east of Jerome Street. Powerhouse 2 will install sidewalk adjacent to the site. Street Crossings – The street crossings to pedestrian destinations 1, 2, 3, and 4 will be acceptable at LOS B, since the street crossings are all three lanes or fewer. The street crossing to pedestrian destinations 5 and 6 will be acceptable at LOS C. The Poudre Trail can be used to/from destination 6 (Discovery Museum) to avoid crossing College Avenue Visual Interest and Amenity – The visual interest and amenity to pedestrian destinations 1, 2, 4, 5, and 6 is acceptable at LOS A, since most of the sidewalks have a neighborhood character. Destination 3 does not have a sidewalk east of the Vine/Jerome intersection. Security - The security to pedestrian destinations 1, 2, 4, 5, and 6 is acceptable at LOS A, since most of the sidewalks are adjacent to commercial land uses and the area has a neighborhood character. Acceptable pedestrian level of service will be achieved for pedestrian destinations 1, 4, 5, and 6 within 1320 of The Powerhouse 2. Pedestrian level of service is not achieved for the Continuity to pedestrian destination 2. Pedestrian level of service is not achieved for the Continuity, Visual Interest and Amenity, and Security categories to pedestrian destination 3. This is due to the fact that there is no sidewalk along Vine Drive, east of Jerome Street. The Pedestrian LOS Worksheet is provided in Appendix I. Based on the Larimer County GIS map there is not sufficient right of way on the north side of Vine Drive, east of Jerome Street to install sidewalk. There is also not sufficient right-of way on the west side of Jerome Street, north of this site to install sidewalk. DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 28 TABLE 6 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Vine (signal) WB LT D D WB RT C D WB APPROACH D D NB T A C NB RT A A NB APPROACH A C SB LT A D SB T A A SB APPROACH A B OVERALL A C College/Suniga (signal) EB LT/T/RT D D WB LT D E (63.9 secs) WB T C D WB RT C D WB APPROACH D E (57.5 secs) NB LT A A NB T B C NB RT A B NB APPROACH B C SB LT A E (63.4 secs) SB T B A SB T/RT B A SB APPROACH B B OVERALL B C Continued on next page DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 29 Continued from previous page TABLE 6 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Suniga/Jerome (stop sign) EB LT A A WB LT A A NB LT C E (35.7 secs) NB T/RT A B NB APPROACH C D SB LT C D SB T/RT A A SB APPROACH C D OVERALL A A Jerome/Site Access (stop sign) EB LT/RT A A NB LT/T A A OVERALL A A Vine/Jerome (stop sign) EB LT A A WB LT A A NB LT/T/RT C C SB LT C C SB RT B B SB APPROACH C B OVERALL A A Vine/Site Access (stop sign) EB LT A A SB LT/RT B B OVERALL A A DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 30 The Powerhouse 2 development will install the ultimate curb & gutter and sidewalk along the College Avenue, Vine Drive and Jerome Street adjacent to the site. This will tie in the existing pedestrian infrastructure along College Avenue and Vine Drive. The Powerhouse 2 development will install a proposed trail along Jerome Street, adjacent to the site. This will connect the Poudre River Trail/Whitewater Park to a future trail to the north when future development occurs on the west side of Jerome Street, north of this site. Pedestrian Evaluation at the Vine/Jerome Intersection Pedestrian data was provided by the City of Fort Collins to determine the need from mitigation measures based upon guidance in the Fort Collins Pedestrian Plan, February 2011. The data is provided in Appendix I. Chart 2 in the Fort Collins Pedestrian Plan was used to determine if the demand considerations are met. Chart 2 is also provided in Appendix I. This site has the Poudre River Whitewater Park and Poudre River Trail as attractors, has greater than 20 pedestrians per hour (29 peds/peak hour), and a traffic ADT of greater than 1500 vpd (6,493 vpd). The nearest crosswalk is more than 300 feet away (785 feet to the west). Pedestrians can be easily seen from a distance 10x the speed limit. Therefore, the Crosswalk Treatment Identification Tool and Engineering Judgment should be used to determine treatment options. Pedestrian and vehicle volumes do not meet signal warrants. Based on the data, the Pedestrian Level of Service is 31 secs, the speed limit is 35 mph, and the ADT is 6,493. Using Table P-4: Crosswalk Treatment Identification in the Fort Collins Pedestrian Plan, Level 2 or 3 treatment should be considered. Level 2 Treatment Options are Curb Extensions, Bus Bulb, Reduced Curb Radii, Pedestrian Refuge Island, Reduced Speed Limit School Zones, Pedestrian Activated Flashing Beacons (including rectangular rapid flash beacons). Level 3 Treatment Options are Pedestrian Hybrid Beacon, School Crossing Guard, Traffic Signal, Grade Separated Crossing, or Direct Pedestrians to Nearest Safe Crossing. Treatments that could work in this location are Curb Extensions, Reduced Curb Radii, Pedestrian Activated Flashing Beacons (including rectangular rapid flash beacons). Pedestrian Hybrid Beacon will not meet the guidelines for installation per the MUTCD. ADA ramps and a crosswalk with pedestrian crossing warning signage should be implemented Bicycle Level of Service Based upon Fort Collins bicycle LOS criteria, there is two destination area within 1320 feet of The Powerhouse 2: 1) the recreation area south of the site; and 2) River’s Edge Natural Area and the Discovery Museum to the west of the site. The Bicycle LOS Worksheet is provided in Appendix I. The minimum level of service for this site is B. DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 31 There will be bike lanes on Vine Drive, Suniga Road, and Jerome Street and on College Avenue in the form of the wide shoulders. Therefore, it is concluded that acceptable bicycle level of service can be achieved. Transit Level of Service Currently, this area of Fort Collins is served by the routes 8 and 81 bus service with stops at the College/Vine intersection. The Powerhouse 2 development will provide a Modified Type III Bus Stop along College Avenue, north of Vine Drive. DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 32 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of The Powerhouse 2 development on the street system in the vicinity of the proposed development in the short range (2027) and long range (2045) futures. As a result of this analysis, the following is concluded: • The development of The Powerhouse 2 site is feasible from a traffic engineering standpoint. At full development, The Powerhouse 2 will generate the following traffic: 2,094 daily trip ends, 202 morning peak hour trip ends, and 221 afternoon peak hour trip ends. • Currently, College/Vine, College/Suniga, Suniga/Jerome, and Vine/Jerome- Business Access intersections meet the Fort Collins operational criteria with existing control and geometry in the morning and afternoon peak hours. At the College/Suniga intersection, the calculated delay for the westbound left-turn movement is commensurate with level of service F in the morning and afternoon peak hours and the westbound approach is commensurate with level of service E and F in the morning and afternoon peak hours, respectively. • The College/Vine intersection is currently signalized. The College/Suniga intersection meets the morning peak hour signal warrant in the short range (2027) future. There is an expectation the signal will be installed at the College/Suniga intersection in the near future. The signal poles were installed when the east leg of Suniga Road was built. The College/Suniga intersection will meet the morning and afternoon peak hour signal warrant in the long range (2045) future. Other stop sign controlled intersection will not meet peak hour signal warrants in the future. • In the short range (2027) future, given development of The Powerhouse 2 and an increase in background traffic, the College/Vine, College/Site Access (right- in/right-out), College/Suniga, Suniga/Jerome, Jerome/Site Access, Vine/Jerome- Business Access, and Vine/Site Access intersections will meet the Fort Collins operational criteria with the recommended control, geometry, and signal timing. At the College/Suniga intersection, the calculated delay for the westbound left- turn movement is commensurate with level of service F in the morning and afternoon peak hours and the westbound approach is commensurate with level of service F in the morning and afternoon peak hours with stop sign control. The College/Suniga intersection will meet the Fort Collins criteria with signal control. • In the long range (2045) future, given development of The Powerhouse 2 and an increase in background traffic, the key intersections will meet the Fort Collins operational criteria, overall, with the recommended geometry and control. • The short range (2027) and long range (2045) geometry is shown in Figure 11. This is the existing geometry at the College/Vine, College/Site Access (Right- in/Right-out), College/Suniga, and Suniga/Jerome intersections. At the Vine/Site Access and Vine/Jerome intersections left-turn lanes or a center two-way left-turn lane are required. Left-turn lanes are required on all arterial streets. DELICH Powerhouse 2 TIS, June 2022 ASSOCIATES Page 33 • Acceptable level of service is achieved for bicycle, and transit modes based upon the measures in the multi-modal transportation guidelines. In the short range (2027) future, some pedestrian level of service categories cannot be achieved due to a lack of sidewalks. As this area redevelops and becomes more urban in the future, it is expected that there will be sidewalks along the existing and future streets. • Based on the Pedestrian evaluation at the Vine/Jerome intersection level 2 or 3 treatment should be implemented. Treatments that could work in this location are Curb Extensions, Reduced Curb Radii, Pedestrian Activated Flashing Beacons (including rectangular rapid flash beacons). Pedestrian Hybrid Beacon will not meet the guidelines for installation per the MUTCD. ADA ramps and a crosswalk with pedestrian crossing warning signage should be implemented. APPENDIX A 1 Chapter 4 – Attachments Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Page 4-35 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment A Transportation Impact Study Base Assumptions Project Information Project Name Project Location TIS Assumptions Type of Study Full: Intermediate: MTIS: Memo: Study Area Boundaries North: South: East:West: Study Years Short Range: Long Range: Future Traffic Growth Rate Study Intersections 1.College/Vine 5. 2.6. 3.7. Time Period for Study 4.Jerome/Site Access 8. AM: 7:30-8:30 PM: 4:30-5:30 Sat Noon: Trip Generation Rates Trip Adjustment Factors Passby: Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Design Vehicle Information Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study Date: Traffic Engineer: Local Entity Engineer: Powerhouse 2 Northwest quardant of the College/Vine intersection Yes Site Access Vine Jerome College (US287) 2026 2045 2% per year College/R-in/R-out See Attached February 18, 2022 Delich Associates Vine/Site Access Vine/Jerome N/A N/A Passenger Car Type Not aware of any Northfield and remaining Old Town North College/Suniga Suniga/Jerome Ped study - Crossing Envisioned at Vine/Jerome 2 TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 760 R & D (CSU Lab Space) 86.123 KSF 11.08 954 0.84 73 0.19 16 0.13 13 0.85 71 710 General Office (Admin Offices) 12.119 KSF 10.84 132 1.34 16 0.18 2 0.25 3 1.19 14 760 R & D (FC Lab Space) 20.469 KSF 11.08 226 0.84 17 0.19 4 0.13 3 0.85 17 710 General Office (Commercial) 34.442 KSF 10.84 374 1.34 46 0.18 6 0.25 8 1.19 42 710 General Office (Meeting Rooms) 6.590 KSF 10.84 72 1.34 9 0.18 1 0.25 1 1.19 8 822 Strip Retail Plaza 6.155 KSF 54.45 336 1.42 9 0.94 6 3.29 20 3.30 21 Total 2094 167 35 48 173 3 TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Powerhouse 2 TIS, March 2022 Page 5Jerome StreetCollege AvenueVine Drive Sungia Road 20% 5% 65% 10% 4 JANUARY 24, 2022 CDN#3150A-004 CONCEPTUAL SITE PLAN5 38,320 sq. ft. gross (approx.) PLAZA PLAZA PLAZA SQUARE FOOT TOTALS: FIRST FLOOR = 38,320 sq.ft. (22,783 useable) SECOND FLOOR = 34,322 sq.ft. (26,334) THIRD FLOOR = 31,428 sq.ft. (23,300) FOURTH FLOOR = 31,255 sq.ft. (25,065) FIFTH FLOOR = 30,573 sq.ft. (26,615) 165,898 sq.ft. (124,097 useable) (APPROX. GROSS SQUARE FOOTAGE) 360'-0"120'-0"36'-0"15'-0"30'-0"TYP. BAY WIDTHTYP. BAY LENGTH90'-0"12'-0"30'-0"18'-0"JANUARY 24, 2022 CDN#3150A-004 1ST FLOOR - CONCEPTUAL PLAN 0 25 50 NORTH ENTRANCE MAIN ENTRANCE LOBBY FUNCTION SUPPORTELEV. MEETING ROOMS CSU LAB SPACE 12,567 sq. ft. (approx.) RETAIL SPACE4,236 sq. ft. (approx.) STAIR LOBBY ELEV. A2,990 SQ. FT. (approx.) STORAGE RESTROOM RESTROOM VESTIBULE VESTIBULE 200 PERSONS @ 1/15 S.F.200 PERSONS @ 1/15 S.F. MOVEABLE PARTITION ELECTRICAL/ WATER ENTRY/ MACHANICAL STAIR 308 PERSONS CAPACITY @ 1/15 S.F. B 2,990 SQ. FT. (approx.) VESTIBULEENTRANCE STAIR CAFERR RR SHOWER STALLS w/ CURTAINED DRYING AREAS (3 PER SEX) LOCKERS w/ CHANGING BENCH ACCESS TO WET LAB SPACE @ SECOND FLOOR CUST. VESTIBULE / ELEVATOR LOBBY FOR 2ND FLOOR WET LAB CUSTOMERS / STAFF ELEV.DOOR REQUIRED FOR STAIR ACCESS FOR WET LAB CUSTOMERS / STAFF UTILITY YARD UTILITY YARD HAZARDOUS MATERIAL HANDLING TRASH STAIRS/SEATING AREA & SOCIAL PLATFORM 3 STORY VOLUME 2 STORY VOLUME UP TRANSFORMER LOCATION WET LAB TANKGENERATOR 8' H. SCREEN WALL 8' H. SCREEN WALL (3) 18" dia. x 12' L. HYDROGEN TANKS (STACKED) - 50 KG MAX. RECEPTION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 A B C D E F6 34,322 sq. ft. gross (approx.) JANUARY 24, 2022 CDN#3150A-004 2ND FLOOR - CONCEPTUAL PLAN 0 25 50 NORTH WET LAB RESTROOMRESTROOMELEV. STAIR 14,252 sq. ft. (approx.) ELEV.STAIRCONFER. ROOM CONFER. ROOM OPEN TO BELOW OPEN TO BELOW CSU LAB SPACE 12,082 sq. ft. (approx.) STAIR CONFER. ROOM COMMON JANUARY 5, 2022 DN UP ELEV. BUILDING SUPPORT BUILDING SUPPORT DN UPDNUP1234567891011121314151617181920212223 24 25 A B C D E F7 31,428 sq. ft. gross (approx.) JANUARY 24, 2022 CDN#3150A-004 3RD FLOOR - CONCEPTUAL PLAN 0 25 50 NORTH RESTROOMRESTROOMELEV. CSU LAB SPACE 23,300 sq. ft. (approx.) ELEV. BUILDING SUPPORT CONFER. ROOM CONFER. ROOM ROOF BELOW OPEN TO BELOW COMMON ROOF BELOW CONFER. ROOM JANUARY 5, 2022 CONFER. ROOM SOCIAL PLATFORM PORCH ROOF BELOW DN UPSTAIR BUILDING SUPPORT STAIRSTAIRDN UPDNUP1234567891011121314151617181920212223 24 25 A B C D E F8 31,255 sq. ft. gross (approx.) JANUARY 24, 2022 CDN#3150A-004 4TH FLOOR - CONCEPTUAL PLAN 0 25 50 NORTH RESTROOMRESTROOMELEV. COMMERCIAL DEVELOPMENT 16,455 sq. ft. (approx.) ELEV. BUILDING SUPPORT ROOF BELOW PORCH ROOF BELOW JANUARY 5, 2022 COMMERCIAL DEVELOPMENT 5,704 sq. ft. (approx.)COMMERCIAL DEVELOPMENT 2,832 sq. ft. (approx.) PORCH DN UPSTAIR CONFER. ROOM STAIRSTAIRDN UPDNUP1234567891011121314151617181920212223 24 25 A B C D E F9 30,573 sq. ft. gross (approx.) JANUARY 24, 2022 CDN#3150A-004 5TH FLOOR - CONCEPTUAL PLAN 0 25 50 NORTH RESTROOMRESTROOMELEV. 17,O41 sq. ft. (approx.) ELEV.BUILDINGSUPPORTROOF BELOW PORCH ROOF BELOW PORCH ADMINISTRATIVE AREA 9,574 sq. ft. (approx.)CSU LAB SPACE PORCH BELOW COMMON JANUARY 5, 2022 DN UPSTAIR CONFER. ROOM STAIRSTAIRDNDNUP1234567891011121314151617181920212223 24 25 A B C D E F10 JANUARY 24, 2022 CDN#3150A-004 ROOF PLAN 0 25 50 NORTH JANUARY 5, 2022 DN STAIR STAIRDNELEV MECHANICAL ENCLOSURE 30' x 90' MECHANICAL ENCLOSURE 30' x 30' SOLAR ARRAY SOLAR ARRAY 4,625 SQ. FT. (APPROX.) 11,000 SQ. FT. (APPROX.) ROOFTOP AV 2,800 SQ. FT. (APPROX.) PATIO NOTE: MAX. ALLOWABLE AREA = 736 SQ. FT. 49 PEOPLE @ 15 SQ. FT. / PERSON >50 PEOPLE CREATES TYPE A3 OCCUPANCY 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 A B C D E F11 JANUARY 24, 2022 CDN#3150A-004 PRELIIMINARY - NOT FOR CONSTRUCTION12 APPENDIX B 13 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 2/2/2022 Observer: Vickie Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: College/Suniga S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Suniga Westbound: Suniga Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 3 116 6 125 3 271 0 274 399 0 0 0 0 4 0 4 8 8 407 7:45 5 171 6 182 5 300 1 306 488 0 0 0 0 19 0 5 24 24 512 8:00 0 189 3 192 7 238 0 245 437 1 0 2 3 6 0 3 9 12 449 8:15 5 171 7 183 7 251 1 259 442 1 0 1 2 7 0 12 19 21 463 7:30-8:30 13 647 22 682 22 1060 2 1084 1766 2 0 3 5 36 0 24 60 65 1831 PHF 0.65 0.86 0.79 0.89 0.79 0.88 0.5 0.89 0.9 0.5 n/a 0.38 0.42 0.47 n/a 0.5 0.63 0.68 0.89 4:30 3 274 32 309 3 250 3 256 565 0 0 1 1 11 0 17 28 29 594 4:45 2 335 33 370 5 146 2 153 523 1 0 4 5 4 0 9 13 18 541 5:00 4 325 31 360 4 250 1 255 615 2 0 1 3 7 0 10 17 20 635 5:15 5 266 29 300 5 214 1 220 520 0 0 4 4 6 0 7 13 17 537 4:30-5:30 14 1200 125 1339 17 860 7 884 2223 3 0 10 13 28 0 43 71 84 2307 PHF 0.7 0.9 0.95 0.9 0.85 0.86 0.58 0.86 0.9 0.38 n/a 0.63 0.65 0.64 n/a 0.63 0.63 0.72 0.9114 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 2/1/2022 Observer: Vickie Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: College/Vine S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Westbound: Vine Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 104 13 117 28 244 272 389 0 26 21 47 47 436 7:45 153 17 170 15 286 301 471 0 38 27 65 65 536 8:00 173 17 190 21 215 236 426 0 19 17 36 36 462 8:15 147 20 167 35 236 271 438 0 34 21 55 55 493 7:30-8:30 0 577 67 644 99 981 0 1080 1724 0 0 0 0 117 0 86 203 203 1927 PHF n/a 0.83 0.84 0.85 0.71 0.86 n/a 0.9 0.92 n/a n/a n/a n/a 0.77 n/a 0.8 0.78 0.78 0.9 4:30 269 22 291 31 229 260 551 0 19 23 42 42 593 4:45 312 18 330 25 202 227 557 0 27 43 70 70 627 5:00 328 24 352 16 218 234 586 0 30 42 72 72 658 5:15 260 33 293 28 202 230 523 0 23 29 52 52 575 4:30-5:30 0 1169 97 1266 100 851 0 951 2217 0 0 0 0 99 0 137 236 236 2453 PHF n/a 0.89 0.73 0.9 0.81 0.93 n/a 0.91 0.95 n/a n/a n/a n/a 0.83 n/a 0.8 0.82 0.82 0.9315 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 2/3/2022 Observer: Vickie Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: Suniga/Jerome S = straight L = left turn Time Northbound: Jerome Southbound: Jerome Total Eastbound: Suniga Westbound: Suniga Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 0 0 0 0 1 2 1 4 4 4 2 1 7 5 10 3 18 25 29 7:45 1 1 1 3 2 2 3 7 10 1 10 0 11 2 17 0 19 30 40 8:00 0 0 0 0 2 1 1 4 4 0 10 1 11 0 7 1 8 19 23 8:15 2 0 0 2 2 3 1 6 8 1 9 4 14 7 16 0 23 37 45 7:30-8:30 3 1 1 5 7 8 6 21 26 6 31 6 43 14 50 4 68 111 137 PHF 0.38 0.25 0.25 0.42 0.88 0.67 0.5 0.75 0.65 0.38 0.78 0.38 0.77 0.5 0.74 0.33 0.74 0.75 0.76 4:30 3 1 2 6 4 3 2 9 15 10 27 1 38 6 23 1 30 68 83 4:45 3 1 1 5 1 0 2 3 8 8 23 2 33 4 8 3 15 48 56 5:00 1 2 0 3 1 4 4 9 12 8 19 3 30 3 6 2 11 41 53 5:15 1 1 0 2 1 0 1 2 4 7 19 3 29 3 8 1 12 41 45 4:30-5:30 8 5 3 16 7 7 9 23 39 33 88 9 130 16 45 7 68 198 237 PHF 0.67 0.63 0.38 0.67 0.44 0.44 0.56 0.64 0.65 0.83 0.81 0.75 0.86 0.67 0.49 0.58 0.57 0.73 0.7116 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1/27/2022 Observer: Vickie Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: Vine/Jerome S = straight L = left turn Time Northbound: Business Acc Southbound: Jerome Total Eastbound: Vine Westbound: Vine Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 2 0 0 2 2 0 11 13 15 0 39 0 39 0 43 1 44 83 98 7:45 0 0 0 0 2 0 7 9 9 3 34 0 37 0 40 0 40 77 86 8:00 0 0 0 0 4 0 12 16 16 1 50 0 51 0 43 1 44 95 111 8:15 0 0 0 0 2 0 13 15 15 0 46 0 46 0 32 1 33 79 94 7:30-8:30 2 0 0 2 10 0 43 53 55 4 169 0 173 0 158 3 161 334 389 PHF 0.25 n/a n/a 0.25 0.63 n/a 0.83 0.83 0.86 0.33 0.85 n/a 0.85 n/a 0.92 0.75 0.91 0.88 0.88 4:30 0 0 0 0 0 0 6 6 6 7 60 0 67 0 34 4 38 105 111 4:45 0 0 0 0 0 0 3 3 3 6 34 0 40 0 50 0 50 90 93 5:00 0 0 0 0 2 0 16 18 18 6 48 0 54 0 43 3 46 100 118 5:15 1 0 0 1 2 0 12 14 15 2 46 1 49 0 31 5 36 85 100 4:30-5:30 1 0 0 1 4 0 37 41 42 21 188 1 210 0 158 12 170 380 422 PHF 0.25 n/a n/a 0.25 0.5 n/a 0.58 0.57 0.58 0.75 0.78 0.25 0.78 n/a 0.79 0.6 0.85 0.9 0.8917 APPENDIX C 18 HCM 6th Signalized Intersection Summary 1: College (US 287 & State 14) & Vine Recent AM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 117 86 577 67 99 981 Future Volume (veh/h) 117 86 577 67 99 981 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 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 1945 1945 1781 1870 1945 1781 Adj Flow Rate, veh/h 130 6 641 43 110 1090 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %228228 Cap, veh/h 191 170 2331 1083 682 2654 Arrive On Green 0.10 0.10 0.69 0.69 0.06 0.78 Sat Flow, veh/h 1853 1648 3474 1574 1853 3474 Grp Volume(v), veh/h 130 6 641 43 110 1090 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1574 1853 1692 Q Serve(g_s), s 5.4 0.3 5.8 0.7 1.2 8.2 Cycle Q Clear(g_c), s 5.4 0.3 5.8 0.7 1.2 8.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 191 170 2331 1083 682 2654 V/C Ratio(X) 0.68 0.04 0.28 0.04 0.16 0.41 Avail Cap(c_a), veh/h 394 350 2331 1083 783 2654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 32.3 4.8 4.0 2.7 2.7 Incr Delay (d2), s/veh 4.2 0.1 0.3 0.1 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.1 1.7 0.2 0.2 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 32.4 5.1 4.1 2.8 3.2 LnGrp LOS D C AAAA Approach Vol, veh/h 136 684 1200 Approach Delay, s/veh 38.5 5.0 3.2 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 66.7 7.7 59.1 13.3 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 53.0 8.0 41.0 16.0 Max Q Clear Time (g_c+I1), s 10.2 3.2 7.8 7.4 Green Ext Time (p_c), s 5.1 0.1 2.9 0.2 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 19 Timing Report, Sorted By Phase 1: College (US 287 & State 14) & Vine Recent AM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 58 12 46 22 Maximum Split (%) 72.5% 15.0% 57.5% 27.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 30 30 42 8 End Time (s) 8 42 8 30 Yield/Force Off (s) 3 38 3 24 Yield/Force Off 170(s) 3 38 72 6 Local Start Time (s) 22 22 34 0 Local Yield (s) 75 30 75 16 Local Yield 170(s) 75 30 64 78 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 8 (10%), Referenced to phase 2:SBTL, Start of Red Splits and Phases: 1: College (US 287 & State 14) & Vine 20 Queues 1: College (US 287 & State 14) & Vine Recent AM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 130 96 641 74 110 1090 v/c Ratio 0.47 0.27 0.31 0.08 0.18 0.44 Control Delay 35.7 8.6 8.7 2.7 3.9 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.7 8.6 8.7 2.7 3.9 5.2 Queue Length 50th (ft) 60 0 74 0 11 88 Queue Length 95th (ft) 104 37 128 18 30 157 Internal Link Dist (ft) 829 642 2117 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 388 450 2088 912 644 2457 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.34 0.21 0.31 0.08 0.17 0.44 Intersection Summary 21 HCM 6th Signalized Intersection Summary 1: College (US 287) & Vine Recent PM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 99 137 1169 97 100 851 Future Volume (veh/h) 99 137 1169 97 100 851 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1945 1945 1781 1841 1914 1781 Adj Flow Rate, veh/h 106 12 1257 69 108 915 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %228448 Cap, veh/h 156 139 2557 1174 411 2809 Arrive On Green 0.08 0.08 0.76 0.76 0.05 0.83 Sat Flow, veh/h 1853 1648 3474 1554 1823 3474 Grp Volume(v), veh/h 106 12 1257 69 108 915 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1554 1823 1692 Q Serve(g_s), s 5.8 0.7 15.2 1.2 1.2 6.6 Cycle Q Clear(g_c), s 5.8 0.7 15.2 1.2 1.2 6.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 156 139 2557 1174 411 2809 V/C Ratio(X) 0.68 0.09 0.49 0.06 0.26 0.33 Avail Cap(c_a), veh/h 459 408 2557 1174 483 2809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 44.3 5.0 3.3 3.7 2.1 Incr Delay (d2), s/veh 5.1 0.3 0.7 0.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.3 4.5 0.3 0.3 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.8 44.6 5.7 3.4 4.0 2.4 LnGrp LOS D D AAAA Approach Vol, veh/h 118 1326 1023 Approach Delay, s/veh 51.1 5.6 2.6 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 91.1 7.8 83.3 13.9 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 69.0 8.0 57.0 25.0 Max Q Clear Time (g_c+I1), s 8.6 3.2 17.2 7.8 Green Ext Time (p_c), s 4.0 0.1 7.0 0.3 Intersection Summary HCM 6th Ctrl Delay 6.5 HCM 6th LOS A 22 Timing Report, Sorted By Phase 1: College (US 287) & Vine Recent PM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 74 12 62 31 Maximum Split (%) 70.5% 11.4% 59.0% 29.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 51.5 51.5 63.5 20.5 End Time (s) 20.5 63.5 20.5 51.5 Yield/Force Off (s) 15.5 59.5 15.5 45.5 Yield/Force Off 170(s) 15.5 59.5 4.5 27.5 Local Start Time (s) 36 36 48 5 Local Yield (s) 0 44 0 30 Local Yield 170(s) 0 44 94 12 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 15.5 (15%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 1: College (US 287) & Vine 23 Queues 1: College (US 287) & Vine Recent PM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 106 147 1257 104 108 915 v/c Ratio 0.43 0.40 0.56 0.11 0.30 0.35 Control Delay 45.1 9.1 11.3 2.2 5.7 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 9.1 11.3 2.2 5.7 4.7 Queue Length 50th (ft) 68 0 193 0 12 71 Queue Length 95th (ft) 104 49 378 24 41 170 Internal Link Dist (ft) 1519 1847 3430 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 452 554 2257 976 372 2602 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.23 0.27 0.56 0.11 0.29 0.35 Intersection Summary 24 HCM 6th TWSC 2: College (US 287 & State 14) & Suniga Recent AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 3 36 0 24 13 647 22 22 1060 2 Future Vol, veh/h 2 0 3 36 0 24 13 647 22 22 1060 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 250 250 - 250 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 2 0 3 40 0 27 15 727 25 25 1191 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1636 2024 597 1403 2000 364 1193 0 0 752 0 0 Stage 1 1242 1242 - 757 757 ------- Stage 2 394 782 - 646 1243 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 67 57 446 100 59 633 581 - - 853 - - Stage 1 185 245 - 366 414 ------- Stage 2 602 403 - 427 245 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 62 54 446 95 56 633 581 - - 853 - - Mov Cap-2 Maneuver 62 54 - 95 56 ------- Stage 1 180 238 - 356 403 ------- Stage 2 561 393 - 411 238 ------- Approach EB WB NB SB HCM Control Delay, s 34.4 45.5 0.2 0.2 HCM LOS D E Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h)581 - - 128 95 - 633 853 - - HCM Lane V/C Ratio 0.025 - - 0.044 0.426 - 0.043 0.029 - - HCM Control Delay (s) 11.4 - - 34.4 68.5 0 10.9 9.3 - - HCM Lane LOS B - - D F A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 1.8 - 0.1 0.1 - - 25 HCM 6th TWSC 2: College (US 287) & Suniga Recent PM Synchro 11 Light Report Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 10 28 0 43 14 1200 125 17 860 7 Future Vol, veh/h 3 0 10 28 0 43 14 1200 125 17 860 7 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 250 250 - 250 250 - - 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 3 0 11 31 0 47 15 1319 137 19 945 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1677 2473 477 1860 2340 660 953 0 0 1456 0 0 Stage 1 987 987 - 1349 1349 ------- Stage 2 690 1486 - 511 991 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 62 30 534 45 36 406 717 - - 461 - - Stage 1 265 324 - 159 217 ------- Stage 2 401 186 - 514 322 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 52 28 534 42 34 406 717 - - 461 - - Mov Cap-2 Maneuver 52 28 - 42 34 ------- Stage 1 259 311 - 156 212 ------- Stage 2 347 182 - 483 309 ------- Approach EB WB NB SB HCM Control Delay, s 28.1 91.5 0.1 0.3 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h)717 - - 170 42 - 406 461 - - HCM Lane V/C Ratio 0.021 - - 0.084 0.733 - 0.116 0.041 - - HCM Control Delay (s) 10.1 - - 28.1 209.1 0 15 13.1 - - HCM Lane LOS B - - D F A C B - - HCM 95th %tile Q(veh) 0.1 - - 0.3 2.8 - 0.4 0.1 - - 26 HCM 6th TWSC 3: Jerome & Suniga Recent AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 31 6 14 50 4311786 Future Vol, veh/h 6 31 6 14 50 4311786 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 7 36 7 16 59 5411897 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 64 0 0 43 0 0 120 150 22 127 151 32 Stage 1 ------5454-9494- Stage 2 ------6696-3357- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1536 - - 1564 - - 843 741 1050 834 740 1035 Stage 1 ------952849-902816- Stage 2 ------937815-979847- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1536 - - 1564 - - 819 730 1050 822 729 1035 Mov Cap-2 Maneuver ------819730-822729- Stage 1 ------947845-897808- Stage 2 ------910807-972843- Approach EB WB NB SB HCM Control Delay, s 1 1.5 9.4 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)795 1050 1536 - - 1564 - - 770 1035 HCM Lane V/C Ratio 0.006 0.001 0.005 - - 0.011 - - 0.023 0.007 HCM Control Delay (s) 9.6 8.4 7.4 - - 7.3 - - 9.8 8.5 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0 0 0 - - 0 - - 0.1 0 27 HCM 6th TWSC 3: Jerome & Suniga Recent PM Synchro 11 Light Report Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 88 9 16 45 7853779 Future Vol, veh/h 33 88 9 16 45 7853779 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 39 104 11 19 53 89648811 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 61 0 0 115 0 0 257 287 58 228 288 31 Stage 1 ------188188-9595- Stage 2 ------6999-133193- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1540 - - 1472 - - 675 621 996 708 621 1036 Stage 1 ------796743-901815- Stage 2 ------933812-857740- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1540 - - 1472 - - 642 597 996 680 597 1036 Mov Cap-2 Maneuver ------642597-680597- Stage 1 ------776724-878804- Stage 2 ------902801-826722- Approach EB WB NB SB HCM Control Delay, s 1.9 1.8 10.5 9.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)624 996 1540 - - 1472 - - 636 1036 HCM Lane V/C Ratio 0.025 0.004 0.025 - - 0.013 - - 0.026 0.01 HCM Control Delay (s) 10.9 8.6 7.4 - - 7.5 - - 10.8 8.5 HCM Lane LOS B A A - - A - - B A HCM 95th %tile Q(veh) 0.1 0 0.1 - - 0 - - 0.1 0 28 HCM 6th TWSC 4: Vine & Jerome Recent AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 169 0 0 158 320010043 Future Vol, veh/h 4 169 0 0 158 320010043 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ---------0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 192 0 0 180 320011049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 183 0 0 192 0 0 408 385 192 384 - 182 Stage 1 ------202202-182-- Stage 2 ------206183-202-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1392 - - 1381 - - 554 549 850 574 0 861 Stage 1 ------800734-8200- Stage 2 ------796748-8000- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1392 - - 1381 - - 521 547 850 572 - 861 Mov Cap-2 Maneuver ------521547-572-- Stage 1 ------797731-817-- Stage 2 ------751748-797-- Approach EB WB NB SB HCM Control Delay, s 0.2 0 11.9 9.8 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)521 1392 - - 1381 - - 572 861 HCM Lane V/C Ratio 0.004 0.003 -----0.02 0.057 HCM Control Delay (s) 11.9 7.6 0 - 0 - - 11.4 9.4 HCM Lane LOS B A A - A - - B A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 0.2 29 HCM 6th TWSC 4: Business Access/Jerome & Vine Recent PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 188 1 0 158 12 1004037 Future Vol, veh/h 21 188 1 0 158 12 1004037 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ---------0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 24 211 1 0 178 13 1004042 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 191 0 0 212 0 0 466 451 212 445 - 185 Stage 1 ------260260-185-- Stage 2 ------206191-260-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1383 - - 1358 - - 507 504 828 523 0 857 Stage 1 ------745693-8170- Stage 2 ------796742-7450- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1383 - - 1358 - - 475 494 828 515 - 857 Mov Cap-2 Maneuver ------475494-515-- Stage 1 ------730679-801-- Stage 2 ------757742-730-- Approach EB WB NB SB HCM Control Delay, s 0.8 0 12.6 9.7 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)475 1383 - - 1358 - - 515 857 HCM Lane V/C Ratio 0.002 0.017 -----0.009 0.049 HCM Control Delay (s) 12.6 7.6 0 - 0 - - 12.1 9.4 HCM Lane LOS B A A - A - - B A HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0 0.2 30 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 31 Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Page 4-23 Adopted by Larimer County, City of Loveland, City of Fort Collins 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 Arterial / Arterial Collector / Collector E3 F4 Unsignalized Arterial / Collector Arterial / Local Collector / Local Local / Local D3 F4 Roundabout E 3,5 E54 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighted average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS 32 APPENDIX D 33 400500600700800900100011001200130014001500160017001800100200300400500600WB AM 103 VPHAM 1974 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 2525 VPHWB PM 70 VPHMINOR STREET APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACH -VEHICLES PER HOUR (VPH)*Note: 150 vph applies as the lower threshold volume for a minor-streetapproach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.SHORT RANGE (2027) TOTAL PEAK HOUR WARRANT AT COLLEGE/SUNIGAMUTCD, 2003 EDITION, PAGE 4C-7 400500600700800900100011001200130014001500160017001800100200300400500600WB AM 103 VPHAM 1974 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 2525 VPHWB PM 70 VPH400500600700800900100011001200130014001500160017001800100200300400500600WB AM 103 VPHAM 1974 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 2525 VPHWB PM 70 VPH400500600700800900100011001200130014001500160017001800100200300400500600WB AM 103 VPHAM 1974 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 2525 VPHWB PM 70 VPH34 400500600700800900100011001200130014001500160017001800100200300400500600WB AM 355 VPHAM 2725 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 3660 VPHWB PM 265 VPHMINOR STREET APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACH -VEHICLES PER HOUR (VPH)*Note: 150 vph applies as the lower threshold volume for a minor-streetapproach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.LONG RANGE (2045) TOTAL PEAK HOUR WARRANT AT COLLEGE/SUNIGAMUTCD, 2003 EDITION, PAGE 4C-7 400500600700800900100011001200130014001500160017001800100200300400500600WB AM 355 VPHAM 2725 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 3660 VPHWB PM 265 VPH400500600700800900100011001200130014001500160017001800100200300400500600WB AM 355 VPHAM 2725 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 3660 VPHWB PM 265 VPH400500600700800900100011001200130014001500160017001800100200300400500600WB AM 355 VPHAM 2725 VPH1 LANE & 1 LANE2 OR MORE LANES & 1 LANE2 OR MORE LANES & 2 OR MORE LANES*100*150PM 3660 VPHWB PM 265 VPH35 APPENDIX E 36 HCM 6th Signalized Intersection Summary 1: College (US 287 & State 14) & Vine Short Background AM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 133 95 659 75 109 1142 Future Volume (veh/h) 133 95 659 75 109 1142 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 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 1945 1945 1781 1870 1945 1781 Adj Flow Rate, veh/h 148 6 732 5 121 1269 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %228228 Cap, veh/h 211 188 2291 1065 640 2618 Arrive On Green 0.11 0.11 0.68 0.68 0.12 1.00 Sat Flow, veh/h 1853 1648 3474 1573 1853 3474 Grp Volume(v), veh/h 148 6 732 5 121 1269 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1573 1853 1692 Q Serve(g_s), s 6.2 0.3 7.1 0.1 1.3 0.0 Cycle Q Clear(g_c), s 6.2 0.3 7.1 0.1 1.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 211 188 2291 1065 640 2618 V/C Ratio(X) 0.70 0.03 0.32 0.00 0.19 0.48 Avail Cap(c_a), veh/h 394 350 2291 1065 738 2618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.1 31.5 5.3 4.2 2.9 0.0 Incr Delay (d2), s/veh 4.2 0.1 0.4 0.0 0.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.1 2.1 0.0 0.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.3 31.6 5.7 4.2 3.0 0.6 LnGrp LOS D C AAAA Approach Vol, veh/h 154 737 1390 Approach Delay, s/veh 38.0 5.7 0.9 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 65.9 7.7 58.1 14.1 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 53.0 8.0 41.0 16.0 Max Q Clear Time (g_c+I1), s 2.0 3.3 9.1 8.2 Green Ext Time (p_c), s 6.4 0.1 3.2 0.2 Intersection Summary HCM 6th Ctrl Delay 4.9 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 37 Timing Report, Sorted By Phase 1: College (US 287 & State 14) & Vine Short Background AM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 58 12 46 22 Maximum Split (%) 72.5% 15.0% 57.5% 27.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 30 30 42 8 End Time (s) 8 42 8 30 Yield/Force Off (s) 3 38 3 24 Yield/Force Off 170(s) 3 38 72 6 Local Start Time (s) 22 22 34 0 Local Yield (s) 75 30 75 16 Local Yield 170(s) 75 30 64 78 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 8 (10%), Referenced to phase 2:SBTL, Start of Red Splits and Phases: 1: College (US 287 & State 14) & Vine 38 Queues 1: College (US 287 & State 14) & Vine Short Background AM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 148 106 732 83 121 1269 v/c Ratio 0.51 0.29 0.35 0.09 0.21 0.52 Control Delay 36.5 8.2 9.4 2.6 2.5 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.5 8.2 9.4 2.6 2.5 4.3 Queue Length 50th (ft) 69 0 91 0 7 148 Queue Length 95th (ft) 117 38 150 20 m11 47 Internal Link Dist (ft) 489 642 137 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 388 458 2062 905 589 2437 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.38 0.23 0.35 0.09 0.21 0.52 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 39 HCM 6th Signalized Intersection Summary 1: College (US 287) & Vine Short Background PM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 112 151 1351 111 110 999 Future Volume (veh/h) 112 151 1351 111 110 999 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1945 1945 1781 1841 1914 1781 Adj Flow Rate, veh/h 120 22 1453 60 118 1074 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %228448 Cap, veh/h 173 154 2525 1159 349 2779 Arrive On Green 0.09 0.09 0.75 0.75 0.05 0.82 Sat Flow, veh/h 1853 1648 3474 1554 1823 3474 Grp Volume(v), veh/h 120 22 1453 60 118 1074 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1554 1823 1692 Q Serve(g_s), s 6.6 1.3 20.1 1.1 1.4 8.7 Cycle Q Clear(g_c), s 6.6 1.3 20.1 1.1 1.4 8.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 173 154 2525 1159 349 2779 V/C Ratio(X) 0.69 0.14 0.58 0.05 0.34 0.39 Avail Cap(c_a), veh/h 459 408 2525 1159 421 2779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 43.7 5.9 3.5 5.5 2.5 Incr Delay (d2), s/veh 4.9 0.4 1.0 0.1 0.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.5 6.1 0.3 0.5 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.1 44.2 6.9 3.6 6.0 2.9 LnGrp LOS D D AAAA Approach Vol, veh/h 142 1513 1192 Approach Delay, s/veh 50.0 6.8 3.2 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 90.2 7.9 82.3 14.8 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 69.0 8.0 57.0 25.0 Max Q Clear Time (g_c+I1), s 10.7 3.4 22.1 8.6 Green Ext Time (p_c), s 5.0 0.1 8.6 0.3 Intersection Summary HCM 6th Ctrl Delay 7.4 HCM 6th LOS A 40 Timing Report, Sorted By Phase 1: College (US 287) & Vine Short Background PM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 74 12 62 31 Maximum Split (%) 70.5% 11.4% 59.0% 29.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 51.5 51.5 63.5 20.5 End Time (s) 20.5 63.5 20.5 51.5 Yield/Force Off (s) 15.5 59.5 15.5 45.5 Yield/Force Off 170(s) 15.5 59.5 4.5 27.5 Local Start Time (s) 36 36 48 5 Local Yield (s) 0 44 0 30 Local Yield 170(s) 0 44 94 12 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 15.5 (15%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 1: College (US 287) & Vine 41 Queues 1: College (US 287) & Vine Short Background PM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 120 162 1453 119 118 1074 v/c Ratio 0.47 0.41 0.65 0.12 0.40 0.42 Control Delay 45.7 9.0 13.3 2.2 14.2 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.7 9.0 13.3 2.2 14.2 4.7 Queue Length 50th (ft) 77 1 255 0 12 85 Queue Length 95th (ft) 116 51 481 25 77 169 Internal Link Dist (ft) 969 1847 237 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 452 565 2235 972 312 2583 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.27 0.29 0.65 0.12 0.38 0.42 Intersection Summary 42 HCM 6th TWSC 2: College (US 287 & State 14) & Suniga Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 21.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 3 103 0 37 14 714 46 28 1170 2 Future Vol, veh/h 2 0 3 103 0 37 14 714 46 28 1170 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 250 250 - 250 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 2 0 3 116 0 42 16 802 52 31 1315 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1811 2264 659 1554 2213 401 1317 0 0 854 0 0 Stage 1 1378 1378 - 834 834 ------- Stage 2 433 886 - 720 1379 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 49 40 406 ~ 77 43 599 521 - - 781 - - Stage 1 152 210 - 329 381 ------- Stage 2 571 361 - 385 210 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 43 37 406 ~ 72 40 599 521 - - 781 - - Mov Cap-2 Maneuver 43 37 - ~ 72 40 ------- Stage 1 147 202 - 319 369 ------- Stage 2 515 350 - 367 202 ------- Approach EB WB NB SB HCM Control Delay, s 46.2 $ 316.3 0.2 0.2 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h)521 - - 93 72 - 599 781 - - HCM Lane V/C Ratio 0.03 - - 0.06 1.607 - 0.069 0.04 - - HCM Control Delay (s) 12.1 - - 46.2$ 425.8 0 11.5 9.8 - - HCM Lane LOS B - - E F A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 9.9 - 0.2 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 43 HCM 6th TWSC 2: College (US 287) & Suniga Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 29.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 11 70 0 55 15 1325 198 30 949 8 Future Vol, veh/h 3 0 11 70 0 55 15 1325 198 30 949 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 250 250 - 250 250 - - 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 3 0 12 77 0 60 16 1456 218 33 1043 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1874 2820 526 2076 2606 728 1052 0 0 1674 0 0 Stage 1 1114 1114 - 1488 1488 ------- Stage 2 760 1706 - 588 1118 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 44 18 496 ~ 31 24 366 657 - - 379 - - Stage 1 222 282 - 130 186 ------- Stage 2 364 145 - 462 281 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 34 16 496 ~ 28 21 366 657 - - 379 - - Mov Cap-2 Maneuver 34 16 - ~ 28 21 ------- Stage 1 217 257 - 127 182 ------- Stage 2 296 142 - 411 257 ------- Approach EB WB NB SB HCM Control Delay, s 37.2 $ 615.9 0.1 0.5 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h)657 - - 127 28 - 366 379 - - HCM Lane V/C Ratio 0.025 - - 0.121 2.747 - 0.165 0.087 - - HCM Control Delay (s) 10.6 - - 37.2$ 1086.6 0 16.8 15.4 - - HCM Lane LOS B - - E F A C C - - HCM 95th %tile Q(veh) 0.1 - - 0.4 9.2 - 0.6 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 44 HCM 6th Signalized Intersection Summary 2: College (US 287 & State 14) & Suniga Short Background AM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 0 3 103 0 37 14 714 46 28 1170 2 Future Volume (veh/h) 2 0 3 103 0 37 14 714 46 28 1170 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 2 0 3 116 0 4 16 802 6 31 1315 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 76 0 20 322 298 252 336 2322 1036 529 2415 4 Arrive On Green 0.02 0.00 0.02 0.09 0.00 0.16 0.03 0.65 0.65 0.04 0.66 0.66 Sat Flow, veh/h 604 0 907 1781 1870 1585 1781 3554 1585 1781 3641 6 Grp Volume(v), veh/h 5 0 0 116 0 4 16 802 6 31 642 675 Grp Sat Flow(s),veh/h/ln 1511 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1869 Q Serve(g_s), s 0.3 0.0 0.0 4.8 0.0 0.2 0.2 8.1 0.1 0.4 15.2 15.2 Cycle Q Clear(g_c), s 0.3 0.0 0.0 4.8 0.0 0.2 0.2 8.1 0.1 0.4 15.2 15.2 Prop In Lane 0.40 0.60 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 96 0 0 322 298 252 336 2322 1036 529 1179 1240 V/C Ratio(X)0.05 0.00 0.00 0.36 0.00 0.02 0.05 0.35 0.01 0.06 0.54 0.54 Avail Cap(c_a), veh/h 252 0 0 322 491 416 465 2322 1036 641 1179 1240 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 0.0 0.0 32.1 0.0 28.4 5.5 6.2 4.8 4.3 7.1 7.1 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.7 0.0 0.0 0.1 0.4 0.0 0.0 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 2.1 0.0 0.1 0.1 2.4 0.0 0.1 4.8 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.6 0.0 0.0 32.8 0.0 28.4 5.5 6.6 4.8 4.4 8.9 8.8 LnGrp LOS D A A C A C AAAAAA Approach Vol, veh/h 5 120 824 1348 Approach Delay, s/veh 38.6 32.6 6.6 8.8 Approach LOS D C A A Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 5.2 57.1 11.0 6.7 6.0 56.3 17.7 Change Period (Y+Rc), s 4.0 5.0 5.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 38.0 6.0 9.0 7.0 38.0 20.0 Max Q Clear Time (g_c+I1), s 2.2 17.2 6.8 2.3 2.4 10.1 2.2 Green Ext Time (p_c), s 0.0 8.8 0.0 0.0 0.0 5.8 0.0 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A 45 Timing Report, Sorted By Phase 2: College (US 287 & State 14) & Suniga Short Background AM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 43 11 15 11 43 26 Maximum Split (%) 13.8% 53.8% 13.8% 18.8% 13.8% 53.8% 32.5% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3 3.5 3 4 3 3.5 4 All-Red Time (s)1 1.5 2 2 1 1.5 2 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)79 10 53 64 79 10 53 End Time (s)10 53 64 79 10 53 79 Yield/Force Off (s)6 48 59 73 6 48 73 Yield/Force Off 170(s) 6 48 59 73 6 48 73 Local Start Time (s)26 37 0 11 26 37 0 Local Yield (s)33 75 6 20 33 75 20 Local Yield 170(s)33 75 6 20 33 75 20 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 53 (66%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287 & State 14) & Suniga 46 Queues 2: College (US 287 & State 14) & Suniga Short Background AM Synchro 11 Light Report Lane Group EBT WBL WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 5 116 42 16 802 52 31 1317 v/c Ratio 0.02 0.59 0.10 0.04 0.30 0.04 0.05 0.47 Control Delay 0.0 44.6 0.5 0.9 1.9 0.3 2.9 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 44.6 0.5 0.9 1.9 0.3 2.9 5.9 Queue Length 50th (ft) 0 57 0040273 Queue Length 95th (ft) 0 91 0 m1 138 1 12 302 Internal Link Dist (ft) 711 1900 1160 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 345 197 618 393 2711 1251 590 2803 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.01 0.59 0.07 0.04 0.30 0.04 0.05 0.47 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 47 HCM 6th Signalized Intersection Summary 2: College (US 287) & Suniga Short Background PM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 0 11 70 0 55 15 1325 198 30 949 8 Future Volume (veh/h) 3 0 11 70 0 55 15 1325 198 30 949 8 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 0 5 77 0 -6 16 1456 165 33 1043 9 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 54 0 11 234 194 164 465 2662 1187 307 2739 24 Arrive On Green 0.01 0.00 0.01 0.06 0.00 0.00 0.02 0.75 0.75 0.03 0.76 0.76 Sat Flow, veh/h 569 0 949 1781 1870 1585 1781 3554 1585 1781 3610 31 Grp Volume(v), veh/h 8 0 0 77 0 -6 16 1456 165 33 513 539 Grp Sat Flow(s),veh/h/ln 1518 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1865 Q Serve(g_s), s 0.5 0.0 0.0 4.3 0.0 0.0 0.2 18.3 3.1 0.4 10.3 10.3 Cycle Q Clear(g_c), s 0.5 0.0 0.0 4.3 0.0 0.0 0.2 18.3 3.1 0.4 10.3 10.3 Prop In Lane 0.37 0.62 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 65 0 0 234 194 164 465 2662 1187 307 1348 1414 V/C Ratio(X)0.12 0.00 0.00 0.33 0.00 -0.04 0.03 0.55 0.14 0.11 0.38 0.38 Avail Cap(c_a), veh/h 192 0 0 257 374 317 558 2662 1187 383 1348 1414 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 0.0 0.0 45.0 0.0 0.0 3.2 5.6 3.7 4.3 4.3 4.3 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.8 0.0 0.0 0.0 0.8 0.2 0.2 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 1.9 0.0 0.0 0.1 5.2 0.8 0.1 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.4 0.0 0.0 45.9 0.0 0.0 3.2 6.4 3.9 4.5 5.1 5.1 LnGrp LOS D A A D AAAAAAAA Approach Vol, veh/h 8 71 1637 1085 Approach Delay, s/veh 52.4 49.7 6.1 5.1 Approach LOS D D A A Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 5.5 83.6 9.6 6.2 6.5 82.7 15.9 Change Period (Y+Rc), s 4.0 5.0 4.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 63.0 7.0 9.0 7.0 63.0 20.0 Max Q Clear Time (g_c+I1), s 2.2 12.3 6.3 2.5 2.4 20.3 0.0 Green Ext Time (p_c), s 0.0 7.9 0.0 0.0 0.0 15.9 0.0 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A 48 Timing Report, Sorted By Phase 2: College (US 287) & Suniga Short Background PM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 68 11 15 11 68 26 Maximum Split (%) 10.5% 64.8% 10.5% 14.3% 10.5% 64.8% 24.8% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3334334 All-Red Time (s)1212122 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)26 37 0 11 26 37 0 End Time (s)37 0 11 26 37 0 26 Yield/Force Off (s)33 100 7 20 33 100 20 Yield/Force Off 170(s) 33 100 7 20 33 100 20 Local Start Time (s)26 37 0 11 26 37 0 Local Yield (s)33 100 7 20 33 100 20 Local Yield 170(s)33 100 7 20 33 100 20 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 70 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287) & Suniga 49 Queues 2: College (US 287) & Suniga Short Background PM Synchro 11 Light Report Lane Group EBT WBL WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 15 77 60 16 1456 218 33 1052 v/c Ratio 0.08 0.40 0.20 0.03 0.53 0.17 0.11 0.37 Control Delay 0.8 46.5 1.5 1.4 10.2 2.2 3.3 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.8 46.5 1.5 1.4 10.2 2.2 3.3 5.5 Queue Length 50th (ft) 0 51 0 1 366 22 2 52 Queue Length 95th (ft) 0 88 0 m1 558 28 11 210 Internal Link Dist (ft) 999 3113 682 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 241 197 435 479 2767 1285 326 2835 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.06 0.39 0.14 0.03 0.53 0.17 0.10 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 50 HCM 6th TWSC 3: Jerome & Suniga Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 60 7 15 124 4413897 Future Vol, veh/h 7 60 7 15 124 4413897 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 71 8 18 146 55149118 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 151 0 0 79 0 0 206 278 40 237 280 76 Stage 1 ------9191-185185- Stage 2 ------115187-5295- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1428 - - 1517 - - 733 629 1022 697 627 970 Stage 1 ------906819-799746- Stage 2 ------877744-954815- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1428 - - 1517 - - 708 618 1022 684 616 970 Mov Cap-2 Maneuver ------708618-684616- Stage 1 ------901814-794737- Stage 2 ------847735-944810- Approach EB WB NB SB HCM Control Delay, s 0.7 0.8 9.6 10.2 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)688 1022 1428 - - 1517 - - 646 970 HCM Lane V/C Ratio 0.009 0.003 0.006 - - 0.012 - - 0.031 0.008 HCM Control Delay (s) 10.3 8.5 7.5 - - 7.4 - - 10.8 8.7 HCM Lane LOS B A A - - A - - B A HCM 95th %tile Q(veh) 0 0 0 - - 0 - - 0.1 0 51 HCM 6th TWSC 3: Jerome & Suniga Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 167 11 18 98 8 10 638810 Future Vol, veh/h 36 167 11 18 98 8 10 638810 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 42 196 13 21 115 9 12 749912 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 124 0 0 209 0 0 391 453 105 348 455 62 Stage 1 ------287287-162162- Stage 2 ------104166-186293- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1461 - - 1359 - - 543 501 929 582 500 990 Stage 1 ------696673-824763- Stage 2 ------890760-798669- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1461 - - 1359 - - 511 479 929 554 478 990 Mov Cap-2 Maneuver ------511479-554478- Stage 1 ------676653-800752- Stage 2 ------855749-764650- Approach EB WB NB SB HCM Control Delay, s 1.3 1.1 11.9 10.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)499 929 1461 - - 1359 - - 513 990 HCM Lane V/C Ratio 0.038 0.004 0.029 - - 0.016 - - 0.037 0.012 HCM Control Delay (s) 12.5 8.9 7.5 - - 7.7 - - 12.3 8.7 HCM Lane LOS B A A - - A - - B A HCM 95th %tile Q(veh) 0.1 0 0.1 - - 0 - - 0.1 0 52 HCM 6th TWSC 4: Vine & Jerome Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 187 0 0 174 920011051 Future Vol, veh/h 5 187 0 0 174 920011051 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 --------0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 213 0 0 198 10 2 0 0 13 0 58 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 208 0 0 213 0 0 457 433 213 428 - 203 Stage 1 ------225225-203-- Stage 2 ------232208-225-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1363 - - 1357 - - 514 516 827 537 0 838 Stage 1 ------778718-7990- Stage 2 ------771730-7780- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1363 - - 1357 - - 477 514 827 535 - 838 Mov Cap-2 Maneuver ------477514-535-- Stage 1 ------775715-796-- Stage 2 ------718730-775-- Approach EB WB NB SB HCM Control Delay, s 0.2 0 12.6 10 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)477 1363 - - 1357 - - 535 838 HCM Lane V/C Ratio 0.005 0.004 -----0.023 0.069 HCM Control Delay (s) 12.6 7.7 - - 0 - - 11.9 9.6 HCM Lane LOS B A - - A - - B A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 0.2 53 HCM 6th TWSC 4: Business Access/Jerome & Vine Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 208 1 0 174 13 1004044 Future Vol, veh/h 27 208 1 0 174 13 1004044 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ---------0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 30 234 1 0 196 15 1004049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 211 0 0 235 0 0 523 506 235 499 - 204 Stage 1 ------295295-204-- Stage 2 ------228211-295-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1360 - - 1332 - - 465 469 804 482 0 837 Stage 1 ------713669-7980- Stage 2 ------775728-7130- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1360 - - 1332 - - 429 457 804 473 - 837 Mov Cap-2 Maneuver ------429457-473-- Stage 1 ------695652-778-- Stage 2 ------729728-695-- Approach EB WB NB SB HCM Control Delay, s 0.9 0 13.4 9.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)429 1360 - - 1332 - - 473 837 HCM Lane V/C Ratio 0.003 0.022 -----0.01 0.059 HCM Control Delay (s) 13.4 7.7 0 - 0 - - 12.7 9.6 HCM Lane LOS B A A - A - - B A HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0 0.2 54 APPENDIX F 55 HCM 6th Signalized Intersection Summary 1: College (US 287 & State 14) & Vine Long Background AM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 185 135 930 105 155 1605 Future Volume (veh/h) 185 135 930 105 155 1605 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 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 1945 1945 1781 1870 1945 1781 Adj Flow Rate, veh/h 195 15 979 16 163 1689 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %228228 Cap, veh/h 262 233 2181 1013 503 2526 Arrive On Green 0.14 0.14 0.64 0.64 0.13 1.00 Sat Flow, veh/h 1853 1648 3474 1573 1853 3474 Grp Volume(v), veh/h 195 15 979 16 163 1689 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1573 1853 1692 Q Serve(g_s), s 8.1 0.6 11.6 0.3 2.1 0.0 Cycle Q Clear(g_c), s 8.1 0.6 11.6 0.3 2.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 262 233 2181 1013 503 2526 V/C Ratio(X) 0.75 0.06 0.45 0.02 0.32 0.67 Avail Cap(c_a), veh/h 394 350 2181 1013 592 2526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 29.8 7.1 5.1 4.3 0.0 Incr Delay (d2), s/veh 4.2 0.1 0.7 0.0 0.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.2 3.7 0.1 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.2 29.9 7.8 5.1 4.7 1.4 LnGrp LOS D C AAAA Approach Vol, veh/h 210 995 1852 Approach Delay, s/veh 36.7 7.7 1.7 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 63.7 8.2 55.6 16.3 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 53.0 8.0 41.0 16.0 Max Q Clear Time (g_c+I1), s 2.0 4.1 13.6 10.1 Green Ext Time (p_c), s 10.5 0.2 4.5 0.3 Intersection Summary HCM 6th Ctrl Delay 6.1 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 56 Timing Report, Sorted By Phase 1: College (US 287 & State 14) & Vine Long Background AM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 58 12 46 22 Maximum Split (%) 72.5% 15.0% 57.5% 27.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 30 30 42 8 End Time (s) 8 42 8 30 Yield/Force Off (s) 3 38 3 24 Yield/Force Off 170(s) 3 38 72 6 Local Start Time (s) 22 22 34 0 Local Yield (s) 75 30 75 16 Local Yield 170(s) 75 30 64 78 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 8 (10%), Referenced to phase 2:SBTL, Start of Red Splits and Phases: 1: College (US 287 & State 14) & Vine 57 Queues 1: College (US 287 & State 14) & Vine Long Background AM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 195 142 979 111 163 1689 v/c Ratio 0.61 0.33 0.51 0.13 0.37 0.71 Control Delay 38.1 7.4 12.4 2.5 5.6 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 7.4 12.4 2.5 5.6 7.2 Queue Length 50th (ft) 90 0 148 0 19 311 Queue Length 95th (ft) 150 44 216 22 m21 m135 Internal Link Dist (ft) 489 642 137 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 388 487 1901 853 458 2376 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.50 0.29 0.51 0.13 0.36 0.71 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 58 HCM 6th Signalized Intersection Summary 1: College (US 287) & Vine Long Background PM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 155 215 1905 155 160 1380 Future Volume (veh/h) 155 215 1905 155 160 1380 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1945 1945 1781 1841 1914 1781 Adj Flow Rate, veh/h 163 108 2005 92 168 1453 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %228448 Cap, veh/h 223 198 2416 1109 222 2687 Arrive On Green 0.12 0.12 0.71 0.71 0.05 0.79 Sat Flow, veh/h 1853 1648 3474 1553 1823 3474 Grp Volume(v), veh/h 163 108 2005 92 168 1453 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1553 1823 1692 Q Serve(g_s), s 8.9 6.5 43.7 1.9 2.3 16.3 Cycle Q Clear(g_c), s 8.9 6.5 43.7 1.9 2.3 16.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 223 198 2416 1109 222 2687 V/C Ratio(X) 0.73 0.54 0.83 0.08 0.76 0.54 Avail Cap(c_a), veh/h 459 408 2416 1109 284 2687 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 43.5 10.6 4.6 25.3 3.9 Incr Delay (d2), s/veh 4.6 2.3 3.5 0.1 8.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 2.7 14.6 0.6 3.5 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.1 45.8 14.0 4.7 33.7 4.7 LnGrp LOS D D B A C A Approach Vol, veh/h 271 2097 1621 Approach Delay, s/veh 47.8 13.6 7.7 Approach LOS D B A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 87.4 8.4 78.9 17.6 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 69.0 8.0 57.0 25.0 Max Q Clear Time (g_c+I1), s 18.3 4.3 45.7 10.9 Green Ext Time (p_c), s 8.0 0.2 7.7 0.7 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B 59 Timing Report, Sorted By Phase 1: College (US 287) & Vine Long Background PM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 74 12 62 31 Maximum Split (%) 70.5% 11.4% 59.0% 29.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 51.5 51.5 63.5 20.5 End Time (s) 20.5 63.5 20.5 51.5 Yield/Force Off (s) 15.5 59.5 15.5 45.5 Yield/Force Off 170(s) 15.5 59.5 4.5 27.5 Local Start Time (s) 36 36 48 5 Local Yield (s) 0 44 0 30 Local Yield 170(s) 0 44 94 12 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 15.5 (15%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 1: College (US 287) & Vine 60 Queues 1: College (US 287) & Vine Long Background PM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 163 226 2005 163 168 1453 v/c Ratio 0.56 0.56 0.95 0.17 0.68 0.57 Control Delay 47.4 20.7 31.2 3.0 33.8 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.4 20.7 31.2 3.0 33.8 6.4 Queue Length 50th (ft) 104 52 604 5 63 128 Queue Length 95th (ft) 152 114 #937 36 m#153 m287 Internal Link Dist (ft) 969 1847 237 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 452 549 2107 932 251 2527 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.36 0.41 0.95 0.17 0.67 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 61 HCM 6th Signalized Intersection Summary 2: College (US 287 & State 14) & Suniga Long Background AM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 5 10 355 5 140 20 880 180 170 1440 5 Future Volume (veh/h) 10 5 10 355 5 140 20 880 180 170 1440 5 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 5 6 374 5 10 21 926 109 179 1516 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 99 14 17 419 403 342 255 1987 886 444 2192 7 Arrive On Green 0.04 0.04 0.04 0.13 0.22 0.22 0.03 0.56 0.56 0.08 0.60 0.60 Sat Flow, veh/h 768 349 419 1781 1870 1585 1781 3554 1585 1781 3633 12 Grp Volume(v), veh/h 22 0 0 374 5 10 21 926 109 179 741 780 Grp Sat Flow(s),veh/h/ln 1536 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1868 Q Serve(g_s), s 1.1 0.0 0.0 10.0 0.2 0.4 0.4 12.4 2.6 3.0 22.7 22.7 Cycle Q Clear(g_c), s 1.1 0.0 0.0 10.0 0.2 0.4 0.4 12.4 2.6 3.0 22.7 22.7 Prop In Lane 0.50 0.27 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 130 0 0 419 403 342 255 1987 886 444 1072 1127 V/C Ratio(X) 0.17 0.00 0.00 0.89 0.01 0.03 0.08 0.47 0.12 0.40 0.69 0.69 Avail Cap(c_a), veh/h 259 0 0 419 561 476 378 1987 886 488 1072 1127 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.4 0.0 0.0 33.1 24.7 24.8 9.2 10.5 8.4 7.1 10.8 10.8 Incr Delay (d2), s/veh 0.6 0.0 0.0 20.6 0.0 0.0 0.1 0.8 0.3 0.6 3.7 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 9.6 0.1 0.1 0.1 4.3 0.8 0.9 8.1 8.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.0 0.0 0.0 53.8 24.7 24.8 9.4 11.3 8.6 7.7 14.5 14.3 LnGrp LOS D A A D C C ABAABB Approach Vol, veh/h 22 389 1056 1700 Approach Delay, s/veh 38.0 52.6 11.0 13.7 Approach LOS D D B B Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 5.5 52.3 14.0 8.2 9.0 48.7 22.2 Change Period (Y+Rc), s 4.0 5.0 5.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 35.0 9.0 9.0 7.0 35.0 23.0 Max Q Clear Time (g_c+I1), s 2.4 24.7 12.0 3.1 5.0 14.4 2.4 Green Ext Time (p_c), s 0.0 6.7 0.0 0.0 0.1 6.6 0.0 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B 62 Timing Report, Sorted By Phase 2: College (US 287 & State 14) & Suniga Long Background AM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 40 14 15 11 40 29 Maximum Split (%) 13.8% 50.0% 17.5% 18.8% 13.8% 50.0% 36.3% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3 3.5 3 4 3 3.5 4 All-Red Time (s)1 1.5 2 2 1 1.5 2 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)2 13 53 67 2 13 53 End Time (s)13 53 67 2 13 53 2 Yield/Force Off (s)9 48 62 76 9 48 76 Yield/Force Off 170(s) 9 48 62 76 9 48 76 Local Start Time (s)29 40 0 14 29 40 0 Local Yield (s)36 75 9 23 36 75 23 Local Yield 170(s)36 75 9 23 36 75 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 53 (66%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287 & State 14) & Suniga 63 Queues 2: College (US 287 & State 14) & Suniga Long Background AM Synchro 11 Light Report Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 27 374 5 147 21 926 189 179 1521 v/c Ratio 0.18 1.21 0.01 0.36 0.08 0.46 0.19 0.42 0.66 Control Delay 26.2 150.7 22.0 6.8 2.2 7.1 2.4 7.9 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 150.7 22.0 6.8 2.2 7.1 2.4 7.9 14.0 Queue Length 50th (ft) 8 ~278 2 0 1 11 0 15 116 Queue Length 95th (ft) 30 #319 10 40 m1 261 44 62 #524 Internal Link Dist (ft) 711 822 1900 1160 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 200 309 558 577 280 1996 975 434 2315 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.14 1.21 0.01 0.25 0.07 0.46 0.19 0.41 0.66 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 64 HCM 6th Signalized Intersection Summary 2: College (US 287) & Suniga Long Background PM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 5 15 265 5 205 25 1815 315 265 1200 10 Future Volume (veh/h) 15 5 15 265 5 205 25 1815 315 265 1200 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 16 5 5 279 5 89 26 1911 213 279 1263 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 94 16 13 327 301 255 352 2136 953 315 2510 22 Arrive On Green 0.05 0.05 0.05 0.09 0.16 0.16 0.03 0.60 0.60 0.12 0.70 0.70 Sat Flow, veh/h 833 343 280 1781 1870 1585 1781 3554 1585 1781 3610 31 Grp Volume(v), veh/h 26 0 0 279 5 89 26 1911 213 279 622 652 Grp Sat Flow(s),veh/h/ln 1456 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1865 Q Serve(g_s), s 1.5 0.0 0.0 9.0 0.2 5.2 0.6 48.7 6.5 10.5 17.2 17.2 Cycle Q Clear(g_c), s 1.8 0.0 0.0 9.0 0.2 5.2 0.6 48.7 6.5 10.5 17.2 17.2 Prop In Lane 0.62 0.19 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 123 0 0 327 301 255 352 2136 953 315 1235 1296 V/C Ratio(X) 0.21 0.00 0.00 0.85 0.02 0.35 0.07 0.89 0.22 0.89 0.50 0.50 Avail Cap(c_a), veh/h 193 0 0 327 392 332 435 2136 953 315 1235 1296 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.6 0.0 0.0 44.9 37.1 39.2 7.5 18.1 9.6 33.3 7.5 7.5 Incr Delay (d2), s/veh 0.8 0.0 0.0 19.2 0.0 0.8 0.1 6.3 0.5 24.5 1.5 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 4.6 0.1 2.1 0.2 19.0 2.2 9.0 5.8 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.4 0.0 0.0 64.1 37.1 40.0 7.6 24.4 10.2 57.8 9.0 8.9 LnGrp LOS D A A E D D A C BEAA Approach Vol, veh/h 26 373 2150 1553 Approach Delay, s/veh 49.4 58.0 22.8 17.7 Approach LOS D E C B Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 6.1 77.0 12.0 9.9 16.0 67.1 21.9 Change Period (Y+Rc), s 4.0 5.0 4.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 62.0 8.0 9.0 12.0 57.0 21.0 Max Q Clear Time (g_c+I1), s 2.6 19.2 11.0 3.8 12.5 50.7 7.2 Green Ext Time (p_c), s 0.0 10.6 0.0 0.0 0.0 5.5 0.2 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C 65 Timing Report, Sorted By Phase 2: College (US 287) & Suniga Long Background PM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 67 12 15 16 62 27 Maximum Split (%) 10.5% 63.8% 11.4% 14.3% 15.2% 59.0% 25.7% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3334334 All-Red Time (s)1212122 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)27 38 0 12 27 43 0 End Time (s)38 0 12 27 43 0 27 Yield/Force Off (s)34 100 8 21 39 100 21 Yield/Force Off 170(s) 34 100 8 21 39 100 21 Local Start Time (s)27 38 0 12 27 43 0 Local Yield (s)34 100 8 21 39 100 21 Local Yield 170(s)34 100 8 21 39 100 21 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287) & Suniga 66 Queues 2: College (US 287) & Suniga Long Background PM Synchro 11 Light Report Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 37 279 5 216 26 1911 332 279 1274 v/c Ratio 0.28 1.04 0.02 0.61 0.08 0.91 0.32 0.85 0.51 Control Delay 35.6 108.6 33.6 21.5 2.3 28.4 4.4 52.2 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 108.6 33.6 21.5 2.3 28.4 4.4 52.2 10.0 Queue Length 50th (ft) 14 177 3 43 3 728 52 132 238 Queue Length 95th (ft) 45 #311 13 114 m1 m#797 m52 #304 322 Internal Link Dist (ft) 999 1493 3113 682 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 157 267 390 443 353 2100 1052 327 2496 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.24 1.04 0.01 0.49 0.07 0.91 0.32 0.85 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 67 HCM 6th TWSC 3: Jerome & Suniga Long Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 325 10 20 440 5 30 10 10 40 15 20 Future Vol, veh/h 10 325 10 20 440 5 30 10 10 40 15 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 342 11 21 463 5 32 11 11 42 16 21 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 468 0 0 353 0 0 652 880 177 707 883 234 Stage 1 ------370370-508508- Stage 2 ------282510-199375- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1090 - - 1202 - - 353 284 835 322 283 768 Stage 1 ------622619-516537- Stage 2 ------701536-784615- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1090 - - 1202 - - 322 276 835 302 275 768 Mov Cap-2 Maneuver ------322276-302275- Stage 1 ------616613-511528- Stage 2 ------650527-753609- Approach EB WB NB SB HCM Control Delay, s 0.2 0.3 16.7 17.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)309 835 1090 - - 1202 - - 294 768 HCM Lane V/C Ratio 0.136 0.013 0.01 - - 0.018 - - 0.197 0.027 HCM Control Delay (s) 18.5 9.4 8.3 - - 8 - - 20.2 9.8 HCM Lane LOS C A A - - A - - C A HCM 95th %tile Q(veh) 0.5 0 0 - - 0.1 - - 0.7 0.1 68 HCM 6th TWSC 3: Jerome & Suniga Long Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 495 30 25 445 20 20 30 5 20 10 10 Future Vol, veh/h 50 495 30 25 445 20 20 30 5 20 10 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 53 521 32 26 468 21 21 32 5 21 11 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 489 0 0 553 0 0 935 1184 277 914 1190 245 Stage 1 ------643643-531531- Stage 2 ------292541-383659- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1070 - - 1013 - - 220 188 720 228 186 755 Stage 1 ------428467-500524- Stage 2 ------692519-611459- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1070 - - 1013 - - 195 174 720 184 172 755 Mov Cap-2 Maneuver ------195174-184172- Stage 1 ------407444-475510- Stage 2 ------651506-535436- Approach EB WB NB SB HCM Control Delay, s 0.7 0.4 30.5 24.3 HCM LOS D C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)182 720 1070 - - 1013 - - 180 755 HCM Lane V/C Ratio 0.289 0.007 0.049 - - 0.026 - - 0.175 0.014 HCM Control Delay (s) 32.6 10 8.5 - - 8.6 - - 29.2 9.8 HCM Lane LOS D B A - - A - - D A HCM 95th %tile Q(veh) 1.1 0 0.2 - - 0.1 - - 0.6 0 69 HCM 6th TWSC 4: Vine & Jerome Long Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 265 0 0 250 10 2 0 0 35 0 70 Future Vol, veh/h 20 265 0 0 250 10 2 0 0 35 0 70 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -----0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 279 0 0 263 11 2 0 0 37 0 74 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 274 0 0 279 0 0 627 595 279 590 - 269 Stage 1 ------321321-269-- Stage 2 ------306274-321-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1289 - - 1284 - - 396 417 760 419 0 770 Stage 1 ------691652-7370- Stage 2 ------704683-6910- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1289 - - 1284 - - 354 410 760 414 - 770 Mov Cap-2 Maneuver ------354410-414-- Stage 1 ------680642-725-- Stage 2 ------637683-680-- Approach EB WB NB SB HCM Control Delay, s 0.6 0 15.2 11.6 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)354 1289 - - 1284 - - 414 770 HCM Lane V/C Ratio 0.006 0.016 -----0.089 0.096 HCM Control Delay (s) 15.2 7.8 - - 0 - - 14.5 10.2 HCM Lane LOS C A - - A - - B B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.3 0.3 70 HCM 6th TWSC 4: Business Access/Jerome & Vine Long Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 295 1 0 250 25 1 0 0 25 0 60 Future Vol, veh/h 50 295 1 0 250 25 1 0 0 25 0 60 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -----0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 53 311 1 0 263 26 1 0 0 26 0 63 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 289 0 0 312 0 0 726 707 312 694 - 276 Stage 1 ------418418-276-- Stage 2 ------308289-418-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1273 - - 1248 - - 340 360 728 357 0 763 Stage 1 ------612591-7300- Stage 2 ------702673-6120- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1273 - - 1248 - - 302 345 728 346 - 763 Mov Cap-2 Maneuver ------302345-346-- Stage 1 ------586566-699-- Stage 2 ------644673-587-- Approach EB WB NB SB HCM Control Delay, s 1.1 0 17 11.9 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)302 1273 - - 1248 - - 346 763 HCM Lane V/C Ratio 0.003 0.041 -----0.076 0.083 HCM Control Delay (s) 17 8 - - 0 - - 16.3 10.1 HCM Lane LOS C A - - A - - C B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.2 0.3 71 APPENDIX G 72 HCM 6th Signalized Intersection Summary 1: College (US 287 & State 14) & Vine Short Total AM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 156 100 659 184 132 1142 Future Volume (veh/h) 156 100 659 184 132 1142 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 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 1945 1945 1781 1870 1945 1781 Adj Flow Rate, veh/h 173 7 732 120 147 1269 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %228228 Cap, veh/h 238 212 2237 1040 584 2569 Arrive On Green 0.13 0.13 0.66 0.66 0.12 1.00 Sat Flow, veh/h 1853 1648 3474 1573 1853 3474 Grp Volume(v), veh/h 173 7 732 120 147 1269 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1573 1853 1692 Q Serve(g_s), s 7.2 0.3 7.5 2.2 1.8 0.0 Cycle Q Clear(g_c), s 7.2 0.3 7.5 2.2 1.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 238 212 2237 1040 584 2569 V/C Ratio(X) 0.73 0.03 0.33 0.12 0.25 0.49 Avail Cap(c_a), veh/h 394 350 2237 1040 680 2569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 30.5 5.9 5.0 3.3 0.0 Incr Delay (d2), s/veh 4.2 0.1 0.4 0.2 0.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.1 2.3 0.7 0.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.7 30.6 6.3 5.2 3.5 0.7 LnGrp LOS D C AAAA Approach Vol, veh/h 180 852 1416 Approach Delay, s/veh 37.4 6.1 1.0 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 64.7 7.8 56.9 15.3 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 53.0 8.0 41.0 16.0 Max Q Clear Time (g_c+I1), s 2.0 3.8 9.5 9.2 Green Ext Time (p_c), s 6.4 0.1 3.7 0.3 Intersection Summary HCM 6th Ctrl Delay 5.4 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 73 Timing Report, Sorted By Phase 1: College (US 287 & State 14) & Vine Short Total AM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 58 12 46 22 Maximum Split (%) 72.5% 15.0% 57.5% 27.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 30 30 42 8 End Time (s) 8 42 8 30 Yield/Force Off (s) 3 38 3 24 Yield/Force Off 170(s) 3 38 72 6 Local Start Time (s) 22 22 34 0 Local Yield (s) 75 30 75 16 Local Yield 170(s) 75 30 64 78 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 8 (10%), Referenced to phase 2:SBTL, Start of Red Splits and Phases: 1: College (US 287 & State 14) & Vine 74 Queues 1: College (US 287 & State 14) & Vine Short Total AM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 173 111 732 204 147 1269 v/c Ratio 0.56 0.29 0.38 0.23 0.26 0.53 Control Delay 37.3 7.9 10.4 2.2 3.0 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.3 7.9 10.4 2.2 3.0 4.7 Queue Length 50th (ft) 80 0 96 0 8 155 Queue Length 95th (ft) 134 39 150 30 m13 47 Internal Link Dist (ft) 489 642 137 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 388 462 1935 905 575 2404 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.45 0.24 0.38 0.23 0.26 0.53 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 75 HCM 6th Signalized Intersection Summary 1: College (US 287) & Vine Short Total PM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 224 176 1351 142 117 979 Future Volume (veh/h) 224 176 1351 142 117 979 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1945 1945 1781 1841 1914 1781 Adj Flow Rate, veh/h 241 49 1453 94 126 1053 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %228448 Cap, veh/h 297 264 2294 1053 304 2552 Arrive On Green 0.16 0.16 0.68 0.68 0.05 0.75 Sat Flow, veh/h 1853 1648 3474 1553 1823 3474 Grp Volume(v), veh/h 241 49 1453 94 126 1053 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1553 1823 1692 Q Serve(g_s), s 13.2 2.7 25.5 2.2 2.0 11.7 Cycle Q Clear(g_c), s 13.2 2.7 25.5 2.2 2.0 11.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 297 264 2294 1053 304 2552 V/C Ratio(X) 0.81 0.19 0.63 0.09 0.41 0.41 Avail Cap(c_a), veh/h 459 408 2294 1053 374 2552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 38.1 9.6 5.8 9.4 4.6 Incr Delay (d2), s/veh 6.2 0.3 1.3 0.2 0.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 1.1 8.7 0.7 0.9 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.7 38.5 10.9 6.0 10.3 5.1 LnGrp LOS D D BABA Approach Vol, veh/h 290 1547 1179 Approach Delay, s/veh 47.0 10.6 5.7 Approach LOS D B A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 83.2 8.0 75.2 21.8 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 69.0 8.0 57.0 25.0 Max Q Clear Time (g_c+I1), s 13.7 4.0 27.5 15.2 Green Ext Time (p_c), s 4.9 0.1 8.5 0.7 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B 76 Timing Report, Sorted By Phase 1: College (US 287) & Vine Short Total PM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 74 12 62 31 Maximum Split (%) 70.5% 11.4% 59.0% 29.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 51.5 51.5 63.5 20.5 End Time (s) 20.5 63.5 20.5 51.5 Yield/Force Off (s) 15.5 59.5 15.5 45.5 Yield/Force Off 170(s) 15.5 59.5 4.5 27.5 Local Start Time (s) 36 36 48 5 Local Yield (s) 0 44 0 30 Local Yield 170(s) 0 44 94 12 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 15.5 (15%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 1: College (US 287) & Vine 77 Queues 1: College (US 287) & Vine Short Total PM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 241 189 1453 153 126 1053 v/c Ratio 0.70 0.40 0.71 0.17 0.46 0.43 Control Delay 50.1 10.6 17.2 2.3 19.5 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.1 10.6 17.2 2.3 19.5 6.2 Queue Length 50th (ft) 152 16 325 0 19 117 Queue Length 95th (ft) 221 70 481 28 93 166 Internal Link Dist (ft) 969 1847 237 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 452 565 2059 918 284 2423 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.53 0.33 0.71 0.17 0.44 0.43 Intersection Summary 78 HCM 6th TWSC 2: College (US 287 & State 14) & Suniga Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 24.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 3 103 0 39 14 719 46 38 1193 2 Future Vol, veh/h 2 0 3 103 0 39 14 719 46 38 1193 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 250 250 - 250 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 2 0 3 116 0 44 16 808 52 43 1340 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1863 2319 671 1596 2268 404 1342 0 0 860 0 0 Stage 1 1427 1427 - 840 840 ------- Stage 2 436 892 - 756 1428 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 45 37 399 ~ 71 40 596 509 - - 777 - - Stage 1 142 199 - 326 379 ------- Stage 2 569 358 - 366 199 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 39 34 399 ~ 66 37 596 509 - - 777 - - Mov Cap-2 Maneuver 39 34 - ~ 66 37 ------- Stage 1 138 188 - 316 367 ------- Stage 2 511 347 - 343 188 ------- Approach EB WB NB SB HCM Control Delay, s 50.3 $ 363.7 0.2 0.3 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h)509 - - 85 66 - 596 777 - - HCM Lane V/C Ratio 0.031 - - 0.066 1.753 - 0.074 0.055 - - HCM Control Delay (s) 12.3 - - 50.3 $ 497 0 11.5 9.9 - - HCM Lane LOS B - - F F A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 10.4 - 0.2 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 79 HCM 6th TWSC 2: College (US 287) & Suniga Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 31.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 11 70 0 65 15 1350 198 33 956 8 Future Vol, veh/h 3 0 11 70 0 65 15 1350 198 33 956 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 250 250 - 250 250 - - 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 3 0 12 77 0 71 16 1484 218 36 1051 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1902 2862 530 2114 2648 742 1060 0 0 1702 0 0 Stage 1 1128 1128 - 1516 1516 ------- Stage 2 774 1734 - 598 1132 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 42 16 493 ~ 29 23 358 653 - - 370 - - Stage 1 218 278 - 125 180 ------- Stage 2 357 141 - 456 276 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 31 14 493 ~ 26 20 358 653 - - 370 - - Mov Cap-2 Maneuver 31 14 - ~ 26 20 ------- Stage 1 213 251 - 122 176 ------- Stage 2 279 137 - 402 249 ------- Approach EB WB NB SB HCM Control Delay, s 40 $ 630.3 0.1 0.5 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h)653 - - 118 26 - 358 370 - - HCM Lane V/C Ratio 0.025 - - 0.13 2.959 - 0.2 0.098 - - HCM Control Delay (s) 10.7 - - 40$ 1199.4 0 17.5 15.8 - - HCM Lane LOS B - - E F A C C - - HCM 95th %tile Q(veh) 0.1 - - 0.4 9.4 - 0.7 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 80 HCM 6th Signalized Intersection Summary 2: College (US 287 & State 14) & Suniga Short Total AM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 0 3 103 0 39 14 719 46 38 1193 2 Future Volume (veh/h) 2 0 3 103 0 39 14 719 46 38 1193 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 2 0 3 116 0 6 16 808 6 43 1340 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 77 0 21 325 301 255 328 2295 1024 530 2409 4 Arrive On Green 0.02 0.00 0.02 0.09 0.00 0.16 0.03 0.65 0.65 0.04 0.66 0.66 Sat Flow, veh/h 604 0 906 1781 1870 1585 1781 3554 1585 1781 3641 5 Grp Volume(v), veh/h 5 0 0 116 0 6 16 808 6 43 654 688 Grp Sat Flow(s),veh/h/ln 1510 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1869 Q Serve(g_s), s 0.3 0.0 0.0 4.8 0.0 0.3 0.2 8.3 0.1 0.6 15.8 15.8 Cycle Q Clear(g_c), s 0.3 0.0 0.0 4.8 0.0 0.3 0.2 8.3 0.1 0.6 15.8 15.8 Prop In Lane 0.40 0.60 1.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 98 0 0 325 301 255 328 2295 1024 530 1176 1237 V/C Ratio(X)0.05 0.00 0.00 0.36 0.00 0.02 0.05 0.35 0.01 0.08 0.56 0.56 Avail Cap(c_a), veh/h 252 0 0 325 491 416 457 2295 1024 632 1176 1237 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 0.0 0.0 32.0 0.0 28.3 5.7 6.5 5.0 4.4 7.2 7.2 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.7 0.0 0.0 0.1 0.4 0.0 0.1 1.9 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 2.1 0.0 0.1 0.1 2.5 0.0 0.2 4.9 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.5 0.0 0.0 32.6 0.0 28.3 5.7 6.9 5.0 4.4 9.1 9.1 LnGrp LOS D A A C A C AAAAAA Approach Vol, veh/h 5 122 830 1385 Approach Delay, s/veh 38.5 32.4 6.9 9.0 Approach LOS D C A A Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 5.2 56.9 11.0 6.9 6.5 55.7 17.9 Change Period (Y+Rc), s 4.0 5.0 5.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 38.0 6.0 9.0 7.0 38.0 20.0 Max Q Clear Time (g_c+I1), s 2.2 17.8 6.8 2.3 2.6 10.3 2.3 Green Ext Time (p_c), s 0.0 8.9 0.0 0.0 0.0 5.8 0.0 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A 81 Timing Report, Sorted By Phase 2: College (US 287 & State 14) & Suniga Short Total AM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 43 11 15 11 43 26 Maximum Split (%) 13.8% 53.8% 13.8% 18.8% 13.8% 53.8% 32.5% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3 3.5 3 4 3 3.5 4 All-Red Time (s)1 1.5 2 2 1 1.5 2 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)79 10 53 64 79 10 53 End Time (s)10 53 64 79 10 53 79 Yield/Force Off (s)6 48 59 73 6 48 73 Yield/Force Off 170(s) 6 48 59 73 6 48 73 Local Start Time (s)26 37 0 11 26 37 0 Local Yield (s)33 75 6 20 33 75 20 Local Yield 170(s)33 75 6 20 33 75 20 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 53 (66%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287 & State 14) & Suniga 82 Queues 2: College (US 287 & State 14) & Suniga Short Total AM Synchro 11 Light Report Lane Group EBT WBL WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 5 116 44 16 808 52 43 1342 v/c Ratio 0.02 0.59 0.11 0.04 0.31 0.04 0.08 0.48 Control Delay 0.0 44.6 0.5 0.9 2.2 0.3 2.9 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 44.6 0.5 0.9 2.2 0.3 2.9 6.0 Queue Length 50th (ft) 0 57 0 0 11 0 3 75 Queue Length 95th (ft) 0 91 0 m1 156 1 15 311 Internal Link Dist (ft) 711 1900 1160 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 345 197 616 389 2620 1214 573 2803 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.01 0.59 0.07 0.04 0.31 0.04 0.08 0.48 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 83 HCM 6th Signalized Intersection Summary 2: College (US 287) & Suniga Short Total PM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 0 11 70 0 65 15 1350 198 33 956 8 Future Volume (veh/h) 3 0 11 70 0 65 15 1350 198 33 956 8 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 0 5 77 0 5 16 1484 165 36 1051 9 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 59 0 20 247 211 179 455 2624 1170 297 2704 23 Arrive On Green 0.02 0.00 0.02 0.06 0.00 0.11 0.02 0.74 0.74 0.03 0.75 0.75 Sat Flow, veh/h 568 0 947 1781 1870 1585 1781 3554 1585 1781 3611 31 Grp Volume(v), veh/h 8 0 0 77 0 5 16 1484 165 36 517 543 Grp Sat Flow(s),veh/h/ln 1515 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1865 Q Serve(g_s), s 0.5 0.0 0.0 4.3 0.0 0.3 0.2 19.7 3.2 0.5 10.8 10.8 Cycle Q Clear(g_c), s 0.5 0.0 0.0 4.3 0.0 0.3 0.2 19.7 3.2 0.5 10.8 10.8 Prop In Lane 0.37 0.62 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 80 0 0 247 211 179 455 2624 1170 297 1331 1397 V/C Ratio(X)0.10 0.00 0.00 0.31 0.00 0.03 0.04 0.57 0.14 0.12 0.39 0.39 Avail Cap(c_a), veh/h 191 0 0 271 374 317 548 2624 1170 371 1331 1397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 0.0 0.0 44.1 0.0 41.4 3.5 6.2 4.0 4.9 4.7 4.7 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.7 0.0 0.1 0.0 0.9 0.3 0.2 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 1.9 0.0 0.1 0.1 5.8 0.9 0.1 3.2 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.1 0.0 0.0 44.8 0.0 41.5 3.5 7.1 4.3 5.0 5.5 5.5 LnGrp LOS D A A D A D AAAAAA Approach Vol, veh/h 8 82 1665 1096 Approach Delay, s/veh 51.1 44.6 6.7 5.5 Approach LOS D D A A Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 5.5 82.6 9.6 7.3 6.6 81.5 16.9 Change Period (Y+Rc), s 4.0 5.0 4.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 63.0 7.0 9.0 7.0 63.0 20.0 Max Q Clear Time (g_c+I1), s 2.2 12.8 6.3 2.5 2.5 21.7 2.3 Green Ext Time (p_c), s 0.0 8.0 0.0 0.0 0.0 16.2 0.0 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A 84 Timing Report, Sorted By Phase 2: College (US 287) & Suniga Short Total PM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 68 11 15 11 68 26 Maximum Split (%) 10.5% 64.8% 10.5% 14.3% 10.5% 64.8% 24.8% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3334334 All-Red Time (s)1212122 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)26 37 0 11 26 37 0 End Time (s)37 0 11 26 37 0 26 Yield/Force Off (s)33 100 7 20 33 100 20 Yield/Force Off 170(s) 33 100 7 20 33 100 20 Local Start Time (s)26 37 0 11 26 37 0 Local Yield (s)33 100 7 20 33 100 20 Local Yield 170(s)33 100 7 20 33 100 20 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287) & Suniga 85 Queues 2: College (US 287) & Suniga Short Total PM Synchro 11 Light Report Lane Group EBT WBL WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 15 77 71 16 1484 218 36 1060 v/c Ratio 0.08 0.40 0.24 0.03 0.54 0.17 0.12 0.37 Control Delay 0.8 46.5 1.9 0.8 8.2 1.4 3.4 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.8 46.5 1.9 0.8 8.2 1.4 3.4 5.5 Queue Length 50th (ft) 0 51 0 1 370 9 2 52 Queue Length 95th (ft) 0 88 0 m1 563 m25 12 212 Internal Link Dist (ft) 999 3113 682 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 241 197 433 477 2765 1284 318 2835 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.06 0.39 0.16 0.03 0.54 0.17 0.11 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 86 HCM 6th TWSC 3: Jerome & Suniga Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 60 17 23 124 4613897 Future Vol, veh/h 7 60 17 23 124 4613897 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 71 20 27 146 57149118 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 151 0 0 91 0 0 230 302 46 255 310 76 Stage 1 ------9797-203203- Stage 2 ------133205-52107- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1428 - - 1502 - - 705 610 1014 677 603 970 Stage 1 ------899814-780732- Stage 2 ------857731-954806- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1428 - - 1502 - - 677 595 1014 661 589 970 Mov Cap-2 Maneuver ------677595-661589- Stage 1 ------894809-775719- Stage 2 ------822718-944801- Approach EB WB NB SB HCM Control Delay, s 0.6 1.1 9.9 10.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)664 1014 1428 - - 1502 - - 621 970 HCM Lane V/C Ratio 0.012 0.003 0.006 - - 0.018 - - 0.032 0.008 HCM Control Delay (s) 10.5 8.6 7.5 - - 7.4 - - 11 8.7 HCM Lane LOS B A A - - A - - B A HCM 95th %tile Q(veh) 0 0 0 - - 0.1 - - 0.1 0 87 HCM 6th TWSC 3: Jerome & Suniga Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 167 14 20 98 8 20 6 12 8 8 10 Future Vol, veh/h 36 167 14 20 98 8 20 6 12 8 8 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 42 196 16 24 115 9 24 7 14 9 9 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 124 0 0 212 0 0 398 460 106 354 464 62 Stage 1 ------288288-168168- Stage 2 ------110172-186296- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1461 - - 1356 - - 536 497 928 576 494 990 Stage 1 ------695672-817758- Stage 2 ------883755-798667- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1461 - - 1356 - - 503 474 928 541 471 990 Mov Cap-2 Maneuver ------503474-541471- Stage 1 ------675653-793744- Stage 2 ------846741-755648- Approach EB WB NB SB HCM Control Delay, s 1.3 1.2 11.5 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)496 928 1461 - - 1356 - - 504 990 HCM Lane V/C Ratio 0.062 0.015 0.029 - - 0.017 - - 0.037 0.012 HCM Control Delay (s) 12.7 8.9 7.5 - - 7.7 - - 12.4 8.7 HCM Lane LOS B A A - - A - - B A HCM 95th %tile Q(veh) 0.2 0 0.1 - - 0.1 - - 0.1 0 88 HCM 6th TWSC 14: Jerome & Site Access Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 3 18 8 62 18 Future Vol, veh/h 4 3 18 8 62 18 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 5 4 21 9 73 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 135 84 94 0 - 0 Stage 1 84 ----- Stage 2 51 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 859 975 1500 - - - Stage 1 939 ----- Stage 2 971 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 847 975 1500 - - - Mov Cap-2 Maneuver 847 ----- Stage 1 926 ----- Stage 2 971 ----- Approach EB NB SB HCM Control Delay, s 9.1 5.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1500 - 897 - - HCM Lane V/C Ratio 0.014 - 0.009 - - HCM Control Delay (s) 7.4 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - 89 HCM 6th TWSC 14: Jerome & Site Access Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 19 18 5 40 48 5 Future Vol, veh/h 19 18 5 40 48 5 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 21 20 6 44 53 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 112 56 59 0 - 0 Stage 1 56 ----- Stage 2 56 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 885 1011 1545 - - - Stage 1 967 ----- Stage 2 967 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 881 1011 1545 - - - Mov Cap-2 Maneuver 881 ----- Stage 1 963 ----- Stage 2 967 ----- Approach EB NB SB HCM Control Delay, s 9 0.8 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1545 - 940 - - HCM Lane V/C Ratio 0.004 - 0.044 - - HCM Control Delay (s) 7.3 0 9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - 90 HCM 6th TWSC 4: Vine & Jerome Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 189 0 0 184 10 2 0 0 12 0 53 Future Vol, veh/h 16 189 0 0 184 10 2 0 0 12 0 53 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 100 -----0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 18 215 0 0 209 11 2 0 0 14 0 60 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 220 0 0 215 0 0 496 471 215 466 - 215 Stage 1 ------251251-215-- Stage 2 ------245220-251-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1349 - - 1355 - - 484 491 825 507 0 825 Stage 1 ------753699-7870- Stage 2 ------759721-7530- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1349 - - 1355 - - 444 485 825 502 - 825 Mov Cap-2 Maneuver ------444485-502-- Stage 1 ------743690-777-- Stage 2 ------704721-743-- Approach EB WB NB SB HCM Control Delay, s 0.6 0 13.2 10.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)444 1349 - - 1355 - - 502 825 HCM Lane V/C Ratio 0.005 0.013 -----0.027 0.073 HCM Control Delay (s) 13.2 7.7 - - 0 - - 12.4 9.7 HCM Lane LOS B A - - A - - B A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 0.2 91 HCM 6th TWSC 4: Business Access/Jerome & Vine Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 218 1 0 177 15 1 0 0 11 0 55 Future Vol, veh/h 30 218 1 0 177 15 1 0 0 11 0 55 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -----0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 34 245 1 0 199 17 1 0 0 12 0 62 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 216 0 0 246 0 0 553 530 246 522 - 208 Stage 1 ------314314-208-- Stage 2 ------239216-314-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1354 - - 1320 - - 444 455 793 465 0 832 Stage 1 ------697656-7940- Stage 2 ------764724-6970- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1354 - - 1320 - - 403 444 793 456 - 832 Mov Cap-2 Maneuver ------403444-456-- Stage 1 ------680640-774-- Stage 2 ------707724-679-- Approach EB WB NB SB HCM Control Delay, s 0.9 0 14 10.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)403 1354 - - 1320 - - 456 832 HCM Lane V/C Ratio 0.003 0.025 -----0.027 0.074 HCM Control Delay (s) 14 7.7 - - 0 - - 13.1 9.7 HCM Lane LOS B A - - A - - B A HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.1 0.2 92 HCM 6th TWSC 12: Vine & Site Access Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 121 203 229 10 2 26 Future Vol, veh/h 121 203 229 10 2 26 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 142 239 269 12 2 31 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 281 0 - 0 798 275 Stage 1 - - - - 275 - Stage 2 - - - - 523 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1282 - - - 355 764 Stage 1 - - - - 771 - Stage 2 - - - - 595 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1282 - - - 316 764 Mov Cap-2 Maneuver - - - - 433 - Stage 1 - - - - 685 - Stage 2 - - - - 595 - Approach EB WB SB HCM Control Delay, s 3 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1282 - - - 724 HCM Lane V/C Ratio 0.111 - - - 0.045 HCM Control Delay (s) 8.2 - - - 10.2 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.4 - - - 0.1 93 HCM 6th TWSC 12: Vine & Site Access Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 35 239 230 3 10 126 Future Vol, veh/h 35 239 230 3 10 126 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 39 266 256 3 11 140 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 259 0 - 0 602 258 Stage 1 - - - - 258 - Stage 2 - - - - 344 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1306 - - - 463 781 Stage 1 - - - - 785 - Stage 2 - - - - 718 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1306 - - - 449 781 Mov Cap-2 Maneuver - - - - 449 - Stage 1 - - - - 761 - Stage 2 - - - - 718 - Approach EB WB SB HCM Control Delay, s 1 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1306 - - - 741 HCM Lane V/C Ratio 0.03 - - - 0.204 HCM Control Delay (s) 7.8 - - - 11.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.8 94 APPENDIX H 95 HCM 6th Signalized Intersection Summary 1: College (US 287 & State 14) & Vine Long Total AM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 210 140 930 215 180 1605 Future Volume (veh/h) 210 140 930 215 180 1605 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 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 1945 1945 1781 1870 1945 1781 Adj Flow Rate, veh/h 221 20 979 131 189 1689 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %228228 Cap, veh/h 288 256 2108 979 471 2478 Arrive On Green 0.16 0.16 0.62 0.62 0.14 1.00 Sat Flow, veh/h 1853 1648 3474 1572 1853 3474 Grp Volume(v), veh/h 221 20 979 131 189 1689 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1572 1853 1692 Q Serve(g_s), s 9.2 0.8 12.3 2.7 2.7 0.0 Cycle Q Clear(g_c), s 9.2 0.8 12.3 2.7 2.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 256 2108 979 471 2478 V/C Ratio(X) 0.77 0.08 0.46 0.13 0.40 0.68 Avail Cap(c_a), veh/h 394 350 2108 979 546 2478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 28.9 8.0 6.2 5.0 0.0 Incr Delay (d2), s/veh 6.1 0.1 0.7 0.3 0.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.3 4.0 0.9 0.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.5 29.0 8.7 6.5 5.5 1.5 LnGrp LOS D C AAAA Approach Vol, veh/h 241 1110 1878 Approach Delay, s/veh 37.7 8.5 1.9 Approach LOS D A A Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 62.6 8.7 53.8 17.4 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 53.0 8.0 41.0 16.0 Max Q Clear Time (g_c+I1), s 2.0 4.7 14.3 11.2 Green Ext Time (p_c), s 10.5 0.2 5.1 0.3 Intersection Summary HCM 6th Ctrl Delay 6.9 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 96 Timing Report, Sorted By Phase 1: College (US 287 & State 14) & Vine Long Total AM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 58 12 46 22 Maximum Split (%) 72.5% 15.0% 57.5% 27.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 30 30 42 8 End Time (s) 8 42 8 30 Yield/Force Off (s) 3 38 3 24 Yield/Force Off 170(s) 3 38 72 6 Local Start Time (s) 22 22 34 0 Local Yield (s) 75 30 75 16 Local Yield 170(s) 75 30 64 78 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 75 Offset: 8 (10%), Referenced to phase 2:SBTL, Start of Red Splits and Phases: 1: College (US 287 & State 14) & Vine 97 Queues 1: College (US 287 & State 14) & Vine Long Total AM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 221 147 979 226 189 1689 v/c Ratio 0.66 0.33 0.52 0.25 0.43 0.72 Control Delay 39.7 7.2 12.8 2.3 7.5 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.7 7.2 12.8 2.3 7.5 7.7 Queue Length 50th (ft) 102 0 156 0 22 319 Queue Length 95th (ft) 170 45 216 31 m35 m133 Internal Link Dist (ft) 489 642 137 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 388 491 1868 890 451 2350 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.57 0.30 0.52 0.25 0.42 0.72 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 98 HCM 6th Signalized Intersection Summary 1: College (US 287) & Vine Long Total PM Synchro 11 Light Report Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 265 240 1905 185 165 1380 Future Volume (veh/h) 265 240 1905 185 165 1380 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1945 1945 1781 1841 1914 1781 Adj Flow Rate, veh/h 279 135 2005 124 174 1453 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %228448 Cap, veh/h 338 300 2130 977 221 2478 Arrive On Green 0.18 0.18 0.63 0.63 0.07 0.73 Sat Flow, veh/h 1853 1648 3474 1552 1823 3474 Grp Volume(v), veh/h 279 135 2005 124 174 1453 Grp Sat Flow(s),veh/h/ln 1853 1648 1692 1552 1823 1692 Q Serve(g_s), s 15.2 7.7 56.6 3.4 4.8 21.2 Cycle Q Clear(g_c), s 15.2 7.7 56.6 3.4 4.8 21.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 300 2130 977 221 2478 V/C Ratio(X) 0.83 0.45 0.94 0.13 0.79 0.59 Avail Cap(c_a), veh/h 459 408 2130 977 242 2478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 38.2 17.7 7.8 31.1 6.6 Incr Delay (d2), s/veh 8.8 1.1 9.9 0.3 14.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 3.1 22.4 1.1 5.2 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.1 39.3 27.6 8.1 45.6 7.6 LnGrp LOS D D C A D A Approach Vol, veh/h 414 2129 1627 Approach Delay, s/veh 46.6 26.4 11.7 Approach LOS D C B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.9 10.8 70.1 24.1 Change Period (Y+Rc), s 5.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 69.0 8.0 57.0 25.0 Max Q Clear Time (g_c+I1), s 23.2 6.8 58.6 17.2 Green Ext Time (p_c), s 7.9 0.1 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C 99 Timing Report, Sorted By Phase 1: College (US 287) & Vine Long Total PM Synchro 11 Light Report Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode C-Max None Max None Maximum Split (s) 74 12 62 31 Maximum Split (%) 70.5% 11.4% 59.0% 29.5% Minimum Split (s) 22 11 23 31 Yellow Time (s) 3.5 3 3.5 4 All-Red Time (s) 1.5 1 1.5 2 Minimum Initial (s) 10 4 10 7 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 18 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 51.5 51.5 63.5 20.5 End Time (s) 20.5 63.5 20.5 51.5 Yield/Force Off (s) 15.5 59.5 15.5 45.5 Yield/Force Off 170(s) 15.5 59.5 4.5 27.5 Local Start Time (s) 36 36 48 5 Local Yield (s) 0 44 0 30 Local Yield 170(s) 0 44 94 12 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 15.5 (15%), Referenced to phase 2:SBTL, Start of Yellow Splits and Phases: 1: College (US 287) & Vine 100 Queues 1: College (US 287) & Vine Long Total PM Synchro 11 Light Report Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 279 253 2005 195 174 1453 v/c Ratio 0.75 0.53 1.02 0.22 0.72 0.61 Control Delay 51.5 19.8 49.4 3.2 37.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.5 19.8 49.4 3.2 37.7 8.2 Queue Length 50th (ft) 176 64 ~793 7 72 172 Queue Length 95th (ft) 256 136 #937 40 m#154 m290 Internal Link Dist (ft) 969 1847 237 Turn Bay Length (ft) 200 275 210 Base Capacity (vph) 452 549 1962 889 244 2372 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.62 0.46 1.02 0.22 0.71 0.61 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 101 HCM 6th Signalized Intersection Summary 2: College (US 287 & State 14) & Suniga Long Total AM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 5 10 355 5 145 20 885 180 180 1465 5 Future Volume (veh/h) 10 5 10 355 5 145 20 885 180 180 1465 5 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 5 6 374 5 16 21 932 109 189 1542 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 101 15 18 423 408 346 248 1967 877 443 2182 7 Arrive On Green 0.04 0.04 0.04 0.13 0.22 0.22 0.03 0.55 0.55 0.08 0.60 0.60 Sat Flow, veh/h 766 348 418 1781 1870 1585 1781 3554 1585 1781 3633 12 Grp Volume(v), veh/h 22 0 0 374 5 16 21 932 109 189 754 793 Grp Sat Flow(s),veh/h/ln 1531 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1868 Q Serve(g_s), s 1.1 0.0 0.0 10.0 0.2 0.6 0.4 12.7 2.6 3.3 23.6 23.6 Cycle Q Clear(g_c), s 1.1 0.0 0.0 10.0 0.2 0.6 0.4 12.7 2.6 3.3 23.6 23.6 Prop In Lane 0.50 0.27 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 134 0 0 423 408 346 248 1967 877 443 1067 1122 V/C Ratio(X) 0.16 0.00 0.00 0.88 0.01 0.05 0.08 0.47 0.12 0.43 0.71 0.71 Avail Cap(c_a), veh/h 259 0 0 423 561 476 370 1967 877 482 1067 1122 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.1 0.0 0.0 32.9 24.5 24.7 9.6 10.8 8.6 7.3 11.1 11.1 Incr Delay (d2), s/veh 0.6 0.0 0.0 19.3 0.0 0.1 0.1 0.8 0.3 0.7 3.9 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 9.4 0.1 0.2 0.1 4.4 0.8 1.0 8.4 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.7 0.0 0.0 52.2 24.5 24.7 9.7 11.6 8.9 8.0 15.0 14.8 LnGrp LOS D A A D C C ABAABB Approach Vol, veh/h 22 395 1062 1736 Approach Delay, s/veh 37.7 50.8 11.3 14.2 Approach LOS D D B B Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 5.5 52.0 14.0 8.5 9.3 48.3 22.5 Change Period (Y+Rc), s 4.0 5.0 5.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 35.0 9.0 9.0 7.0 35.0 23.0 Max Q Clear Time (g_c+I1), s 2.4 25.6 12.0 3.1 5.3 14.7 2.6 Green Ext Time (p_c), s 0.0 6.3 0.0 0.0 0.1 6.6 0.0 Intersection Summary HCM 6th Ctrl Delay 17.9 HCM 6th LOS B 102 Timing Report, Sorted By Phase 2: College (US 287 & State 14) & Suniga Long Total AM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 40 14 15 11 40 29 Maximum Split (%) 13.8% 50.0% 17.5% 18.8% 13.8% 50.0% 36.3% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3 3.5 3 4 3 3.5 4 All-Red Time (s)1 1.5 2 2 1 1.5 2 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)2 13 53 67 2 13 53 End Time (s)13 53 67 2 13 53 2 Yield/Force Off (s)9 48 62 76 9 48 76 Yield/Force Off 170(s) 9 48 62 76 9 48 76 Local Start Time (s)29 40 0 14 29 40 0 Local Yield (s)36 75 9 23 36 75 23 Local Yield 170(s)36 75 9 23 36 75 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 53 (66%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287 & State 14) & Suniga 103 Queues 2: College (US 287 & State 14) & Suniga Long Total AM Synchro 11 Light Report Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 27 374 5 153 21 932 189 189 1547 v/c Ratio 0.18 1.21 0.01 0.37 0.08 0.47 0.19 0.44 0.67 Control Delay 26.2 150.7 22.0 6.8 2.2 6.9 2.3 8.2 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 150.7 22.0 6.8 2.2 6.9 2.3 8.2 14.3 Queue Length 50th (ft) 8 ~278 2 0 0 12 0 16 120 Queue Length 95th (ft) 30 #319 10 40 m1 263 43 66 #539 Internal Link Dist (ft) 711 822 1900 1160 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 200 309 558 582 280 1994 974 431 2315 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.14 1.21 0.01 0.26 0.07 0.47 0.19 0.44 0.67 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 104 HCM 6th Signalized Intersection Summary 2: College (US 287) & Suniga Long Total PM Synchro 11 Light Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 5 15 265 5 215 25 1840 315 270 1205 10 Future Volume (veh/h) 15 5 15 265 5 215 25 1840 315 270 1205 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 16 5 5 279 5 99 26 1937 213 284 1268 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 94 16 13 327 301 255 351 2135 952 312 2509 22 Arrive On Green 0.05 0.05 0.05 0.09 0.16 0.16 0.03 0.60 0.60 0.12 0.69 0.69 Sat Flow, veh/h 825 346 279 1781 1870 1585 1781 3554 1585 1781 3610 31 Grp Volume(v), veh/h 26 0 0 279 5 99 26 1937 213 284 624 655 Grp Sat Flow(s),veh/h/ln 1449 0 0 1781 1870 1585 1781 1777 1585 1781 1777 1865 Q Serve(g_s), s 1.5 0.0 0.0 9.0 0.2 5.9 0.6 50.2 6.5 11.0 17.3 17.3 Cycle Q Clear(g_c), s 1.8 0.0 0.0 9.0 0.2 5.9 0.6 50.2 6.5 11.0 17.3 17.3 Prop In Lane 0.62 0.19 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 123 0 0 327 301 255 351 2135 952 312 1235 1296 V/C Ratio(X) 0.21 0.00 0.00 0.85 0.02 0.39 0.07 0.91 0.22 0.91 0.51 0.51 Avail Cap(c_a), veh/h 192 0 0 327 392 332 433 2135 952 312 1235 1296 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 0.0 0.0 44.9 37.1 39.4 7.6 18.4 9.7 34.2 7.5 7.5 Incr Delay (d2), s/veh 0.8 0.0 0.0 19.0 0.0 1.0 0.1 7.0 0.5 29.3 1.5 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 4.6 0.1 2.3 0.2 19.8 2.2 9.5 5.8 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.4 0.0 0.0 63.9 37.1 40.4 7.6 25.4 10.2 63.4 9.0 8.9 LnGrp LOS D A A E D D A C BEAA Approach Vol, veh/h 26 383 2176 1563 Approach Delay, s/veh 49.4 57.5 23.7 18.9 Approach LOS D E C B Timer - Assigned Phs 123456 8 Phs Duration (G+Y+Rc), s 6.1 77.0 12.0 9.9 16.0 67.1 21.9 Change Period (Y+Rc), s 4.0 5.0 4.0 6.0 4.0 5.0 6.0 Max Green Setting (Gmax), s 7.0 62.0 8.0 9.0 12.0 57.0 21.0 Max Q Clear Time (g_c+I1), s 2.6 19.3 11.0 3.8 13.0 52.2 7.9 Green Ext Time (p_c), s 0.0 10.7 0.0 0.0 0.0 4.3 0.2 Intersection Summary HCM 6th Ctrl Delay 25.2 HCM 6th LOS C 105 Timing Report, Sorted By Phase 2: College (US 287) & Suniga Long Total PM Synchro 11 Light Report Phase Number 1234568 Movement NBL SBTL WBL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None Maximum Split (s)11 67 12 15 16 62 27 Maximum Split (%) 10.5% 63.8% 11.4% 14.3% 15.2% 59.0% 25.7% Minimum Split (s)11 15 11 15 11 15 15 Yellow Time (s)3334334 All-Red Time (s)1212122 Minimum Initial (s)4444444 Vehicle Extension (s)3333333 Minimum Gap (s)3333333 Time Before Reduce (s)0000000 Time To Reduce (s)0000000 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes No Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Start Time (s)27 38 0 12 27 43 0 End Time (s)38 0 12 27 43 0 27 Yield/Force Off (s)34 100 8 21 39 100 21 Yield/Force Off 170(s) 34 100 8 21 39 100 21 Local Start Time (s)27 38 0 12 27 43 0 Local Yield (s)34 100 8 21 39 100 21 Local Yield 170(s)34 100 8 21 39 100 21 Intersection Summary Cycle Length 105 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 2: College (US 287) & Suniga 106 Queues 2: College (US 287) & Suniga Long Total PM Synchro 11 Light Report Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 37 279 5 226 26 1937 332 284 1279 v/c Ratio 0.28 1.04 0.02 0.63 0.08 0.93 0.32 0.85 0.51 Control Delay 35.6 106.1 33.6 23.2 1.9 26.4 3.7 51.6 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 106.1 33.6 23.2 1.9 26.4 3.7 51.6 10.0 Queue Length 50th (ft) 14 177 3 49 2 737 44 136 240 Queue Length 95th (ft) 45 #311 13 123 m1 m732 m45 #312 323 Internal Link Dist (ft) 999 1493 3113 682 Turn Bay Length (ft) 250 250 250 250 Base Capacity (vph) 157 269 390 443 351 2078 1043 334 2492 Starvation Cap Reductn 000000000 Spillback Cap Reductn 000000000 Storage Cap Reductn 000000000 Reduced v/c Ratio 0.24 1.04 0.01 0.51 0.07 0.93 0.32 0.85 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 107 HCM 6th TWSC 3: Jerome & Suniga Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 325 20 30 440 5 35 10 15 40 15 20 Future Vol, veh/h 10 325 20 30 440 5 35 10 15 40 15 20 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 342 21 32 463 5 37 11 16 42 16 21 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 468 0 0 363 0 0 679 907 182 729 915 234 Stage 1 ------375375-530530- Stage 2 ------304532-199385- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1090 - - 1192 - - 338 274 829 311 271 768 Stage 1 ------618615-500525- Stage 2 ------681524-784609- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1090 - - 1192 - - 305 264 829 288 261 768 Mov Cap-2 Maneuver ------305264-288261- Stage 1 ------612609-495511- Stage 2 ------625510-748603- Approach EB WB NB SB HCM Control Delay, s 0.2 0.5 17 18.2 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)295 829 1090 - - 1192 - - 280 768 HCM Lane V/C Ratio 0.161 0.019 0.01 - - 0.026 - - 0.207 0.027 HCM Control Delay (s) 19.5 9.4 8.3 - - 8.1 - - 21.2 9.8 HCM Lane LOS C A A - - A - - C A HCM 95th %tile Q(veh) 0.6 0.1 0 - - 0.1 - - 0.8 0.1 108 HCM 6th TWSC 3: Jerome & Suniga Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 495 35 30 445 20 30 30 15 20 10 10 Future Vol, veh/h 50 495 35 30 445 20 30 30 15 20 10 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 350 ----100--100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 53 521 37 32 468 21 32 32 16 21 11 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 489 0 0 558 0 0 950 1199 279 926 1207 245 Stage 1 ------646646-543543- Stage 2 ------304553-383664- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1070 - - 1009 - - 215 184 718 224 182 755 Stage 1 ------427465-492518- Stage 2 ------681513-611456- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1070 - - 1009 - - 190 169 718 177 167 755 Mov Cap-2 Maneuver ------190169-177167- Stage 1 ------406442-467501- Stage 2 ------637497-527433- Approach EB WB NB SB HCM Control Delay, s 0.7 0.5 30.6 25.1 HCM LOS D D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)179 718 1070 - - 1009 - - 174 755 HCM Lane V/C Ratio 0.353 0.022 0.049 - - 0.031 - - 0.181 0.014 HCM Control Delay (s) 35.7 10.1 8.5 - - 8.7 - - 30.2 9.8 HCM Lane LOS E B A - - A - - D A HCM 95th %tile Q(veh) 1.5 0.1 0.2 - - 0.1 - - 0.6 0 109 HCM 6th TWSC 14: Jerome & Site Access Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 20 25 105 20 Future Vol, veh/h 5 5 20 25 105 20 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 5 5 21 26 111 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 190 122 132 0 - 0 Stage 1 122 ----- Stage 2 68 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 799 929 1453 - - - Stage 1 903 ----- Stage 2 955 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 787 929 1453 - - - Mov Cap-2 Maneuver 787 ----- Stage 1 889 ----- Stage 2 955 ----- Approach EB NB SB HCM Control Delay, s 9.3 3.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1453 - 852 - - HCM Lane V/C Ratio 0.014 - 0.012 - - HCM Control Delay (s) 7.5 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - 110 HCM 6th TWSC 14: Jerome & Site Access Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 20 20 5 80 80 5 Future Vol, veh/h 20 20 5 80 80 5 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 21 21 5 84 84 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 181 87 89 0 - 0 Stage 1 87 ----- Stage 2 94 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 808 971 1506 - - - Stage 1 936 ----- Stage 2 930 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 806 971 1506 - - - Mov Cap-2 Maneuver 806 ----- Stage 1 933 ----- Stage 2 930 ----- Approach EB NB SB HCM Control Delay, s 9.3 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1506 - 881 - - HCM Lane V/C Ratio 0.003 - 0.048 - - HCM Control Delay (s) 7.4 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - 111 HCM 6th TWSC 4: Vine & Jerome Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 270 0 0 260 15 2 0 0 35 0 75 Future Vol, veh/h 30 270 0 0 260 15 2 0 0 35 0 75 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -----0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 32 284 0 0 274 16 2 0 0 37 0 79 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 290 0 0 284 0 0 670 638 284 630 - 282 Stage 1 ------348348-282-- Stage 2 ------322290-348-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1272 - - 1278 - - 371 394 755 394 0 757 Stage 1 ------668634-7250- Stage 2 ------690672-6680- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1272 - - 1278 - - 326 384 755 387 - 757 Mov Cap-2 Maneuver ------326384-387-- Stage 1 ------651618-707-- Stage 2 ------618672-651-- Approach EB WB NB SB HCM Control Delay, s 0.8 0 16.1 11.9 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)326 1272 - - 1278 - - 387 757 HCM Lane V/C Ratio 0.006 0.025 -----0.095 0.104 HCM Control Delay (s) 16.1 7.9 - - 0 - - 15.3 10.3 HCM Lane LOS C A - - A - - C B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.3 0.3 112 HCM 6th TWSC 4: Business Access/Jerome & Vine Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 55 305 1 0 255 30 1 0 0 30 0 70 Future Vol, veh/h 55 305 1 0 255 30 1 0 0 30 0 70 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -----0-150 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 58 321 1 0 268 32 1 0 0 32 0 74 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 300 0 0 322 0 0 759 738 322 722 - 284 Stage 1 ------438438-284-- Stage 2 ------321300-438-- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 - - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 - - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1261 - - 1238 - - 323 346 719 342 0 755 Stage 1 ------597579-7230- Stage 2 ------691666-5970- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1261 - - 1238 - - 281 330 719 330 - 755 Mov Cap-2 Maneuver ------281330-330-- Stage 1 ------570552-690-- Stage 2 ------624666-570-- Approach EB WB NB SB HCM Control Delay, s 1.2 0 17.9 12.3 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)281 1261 - - 1238 - - 330 755 HCM Lane V/C Ratio 0.004 0.046 -----0.096 0.098 HCM Control Delay (s) 17.9 8 - - 0 - - 17.1 10.3 HCM Lane LOS C A - - A - - C B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.3 0.3 113 HCM 6th TWSC 12: Vine & Site Access Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 120 295 325 10 5 25 Future Vol, veh/h 120 295 325 10 5 25 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 126 311 342 11 5 26 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 353 0 - 0 911 348 Stage 1 - - - - 348 - Stage 2 - - - - 563 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1206 - - - 304 695 Stage 1 - - - - 715 - Stage 2 - - - - 570 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1206 - - - 272 695 Mov Cap-2 Maneuver - - - - 399 - Stage 1 - - - - 641 - Stage 2 - - - - 570 - Approach EB WB SB HCM Control Delay, s 2.4 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1206 - - - 619 HCM Lane V/C Ratio 0.105 - - - 0.051 HCM Control Delay (s) 8.3 - - - 11.1 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.3 - - - 0.2 114 HCM 6th TWSC 12: Vine & Site Access Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 35 350 320 5 10 125 Future Vol, veh/h 35 350 320 5 10 125 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 37 368 337 5 11 132 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 342 0 - 0 782 340 Stage 1 - - - - 340 - Stage 2 - - - - 442 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1217 - - - 363 702 Stage 1 - - - - 721 - Stage 2 - - - - 648 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1217 - - - 352 702 Mov Cap-2 Maneuver - - - - 467 - Stage 1 - - - - 699 - Stage 2 - - - - 648 - Approach EB WB SB HCM Control Delay, s 0.7 0 11.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1217 - - - 677 HCM Lane V/C Ratio 0.03 - - - 0.21 HCM Control Delay (s) 8.1 - - - 11.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.8 115 APPENDIX I 116 SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Powerhouse 2 117 Table 1 Pedestrian LOS Worksheet Project Location Classification: Commercial Corridor Description of Applicable Destination Area Within 1320’ Destination Area Classification Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Security Commercial to the north Commercial Minimum B B C B B 1 Actual A B B A A Proposed A B B A A Residential to the northeast Residential Minimum B B C B B 2 Actual A D B A A Proposed A D B A A Commercial to the east Commercial Minimum B B C B B 3 Actual A D B C C Proposed A D B C C Commercial, Whitewater Park, and Poudre to the south Commercial/ Recreational Minimum B B C B B 4 Actual A B B A A Proposed A B B A A Discovery Museum to the southwest Institutional Minimum B B C B B 5 Actual A B C A A Proposed A B C A A River’s Edge Natural Area to the west Recreational Minimum B B C B B 6 Actual A B C A A Proposed A B C A A Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed 118 Street/Location Vine at Jerome 8‐4‐20 Street Type Local, Collector, Arterial Arterial Adjacent Ped Generator yes/no yes Describe Ped Generator (potential generator)whitewater park School Crossing yes/no no Peds/Peak Hour #29 >20 peds/peak hour yes=1 no=0 1 # Elderly/Children per peak hour #0 >15 Elderly/Children per peak hour yes=1 no=0 0 4‐ Hour peak ped volume #76 60 peds in 4‐Hour Peak yes=1 no=0 1 24 hour Traffic Volume #6493 Ped/Bike Accidents (last 5 years)>3 #0 Citizens Survey yes/no no Action #1 Next Question Ped District yes/no no Nearest Crosswalk # ft. 785 Points NC in Pd yes=1 no=0 0 Points NC out Pd yes=1 no=0 1 40 peds/peak hour #29 Points 40 peds/peak hour yes=1 no=0 0 30 Elderly_Child/peak hour #0 Points 30 E/C peds/peak hour yes=1 no=0 0 120 peds/ 4 hour period #76 Points 120 peds/4 hr period yes=1 no=0 0 Action #2 Next Question Prevailing Speed (posted +5)# mph 40 Average Speed # mph 34 85th Percentile Speed # mph 37 Required Sight Distance (from table)275 Shortest Measured Sight Distance # ft. 282 Adequate Sight Distance yes/no yes Adequate Sight Distance yes=1 no=0 1 Removable Obstructions yes/no no Points RSO yes=1 no=0 0 Describe Obstruction n/a Action #3 Use Treatment Identification Tool Adequate Gap Reqired 13.0 Vehicles per peak ped hour #579 Street Width # ft. 40 Walking Speed 3.5 or 4.0 ft./sec.4 Ped Delay seconds 31.09 Ped Delay > 30 seconds yes/no yes Ped Level of Service A‐D, E‐F E-F Points LOS A‐D=1 E‐F=0 0 Posted Speed Limit #35 PSL Points 0 119 Average Daily Traffic # vehicles per day 6493 ADT Points 0 Recommended Treatment Level Level 1, 2, 2 or3, 3 Level 2 or 3 Recommended Action COFC Ped Plan Level 2 or 3 Existing Ped Treatments no Describe Ped Treatment none, no ramps or sidewalks ADA ramps/Accessible Sidewalks no Existing Intersection Controls (stop, signal, yield)1-way stop controlled Roadway Curvature/Hill no Acceptible Street Lighting yes 135 vph for School Crossing n/a Bike Crossings (left/thru) # per peak Ped hour included in previous Bike Crossings (left/thru)#‐peak hour included in previous Bike Crossing (left/thru)#‐ 4 hour peak Ped included in previous Bike Crossing (left/thru)#‐ 4 hour peak included in previous Additional Notes No sidewalks on w/side of Jerome no ada ramps anywhere, n/side soft shoulder. 120 20 pedestrians per hour (15 elderly and/or children) or 60 in 4 hours cross at location and ADT ≥ 1500 vpd Location is adjacent to an existing or proposed park, school, hospital, or other major pedestrian generator/attractor Pedestrian accident history indicates a need for a crossing Citizen surveys or walkability audits overwhelmingly suggest the need for proactive treatment No action recommended Nearest appropriately marked or protected crosswalk is at least 300 feet away (600 feet outside of Pedestrian Districts) 40 pedestrians per hour (30 elderly and/or children) or 120 in 4 hours cross at location* Pedestrians can be easily seen from a distance 10x the speed limit Is it feasible to remove sight distance obstruction or lower speed limit? Use Crosswalk Treatment Identification Tool and Engineering Judgment to determine treatment options Direct pedestrians to the nearest marked or protected crosswalk Direct pedestrians to the nearest marked crosswalk or consider alternate location for crossing NO NO NO NO NO NO NO YES YES YES YES NO optional YES YES YES YES Note: Where no engineering action is recommended in Chart 2, consider applicable education and enforcement efforts. Figure P- 9: Feasibility Analysis for Treatments at Uncontrolled Locations 121 SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Powerhouse 2 122 Bicycle LOS Worksheet Level of Service – Connectivity Minimum Actual Proposed Base Connectivity: C A A Specific connections to priority sites: Description of Applicable Destination Area Within 1320’ Destination Area Classification Whitewater Park/Poudre trail Recreational B A A 1 River’s Edge Natural Area and Discovery Museum Recreational B A A 2 3 4 123