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HomeMy WebLinkAboutSUN COMMUNITIES - THE FOOTHILLS - PDP210001 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY THE FOOTHILLS TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO DECEMBER 2020 Prepared for: Sun Communities Inc. 27777 Franklin Road, Suite 200 Southfield, MI 48034 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 Project #2077 DELICH The Foothills TIS, December 2020 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Streets ............................................................................................................................. 2 Existing Traffic ................................................................................................................. 5 Existing Operation ........................................................................................................... 8 Pedestrians Facilities ...................................................................................................... 8 Bicycle Facilities .............................................................................................................. 8 Transit Facilities .............................................................................................................. 8 III. PROPOSED DEVELOPMENT ............................................................................... 11 Trip Generation ............................................................................................................. 11 Trip Distribution ............................................................................................................. 11 Background Traffic Projections ..................................................................................... 14 Trip Assignment ............................................................................................................ 14 Signal Warrants ............................................................................................................. 14 Geometry ...................................................................................................................... 20 Operation Analysis ........................................................................................................ 20 Pedestrian Level of Service ........................................................................................... 27 Bicycle Level of Service ................................................................................................ 32 Transit Level of Service ................................................................................................. 32 IV. CONCLUSIONS/RECOMMENDATIONS .............................................................. 33 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................... 9 2. Trip Generation ....................................................................................................... 11 3. Short Range (2025) Background Peak Hour Operation .......................................... 23 4. Long Range (2040) Background Peak Hour Operation ........................................... 25 5. Short Range (2025) Total Peak Hour Operation ..................................................... 28 6. Long Range (2040) Total Peak Hour Operation ...................................................... 30 DELICH The Foothills TIS, December 2020 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry ................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 6 4. Adjusted Recent Peak Hour Traffic ........................................................................... 7 5. Site Plan .................................................................................................................. 12 6. Trip Distribution ....................................................................................................... 13 7. Short Range (2025) Background Peak Hour Traffic ................................................ 15 8. Long Range (2040) Background Peak Hour Traffic ................................................. 16 9. Site Generated Peak Hour Traffic ........................................................................... 17 10. Short Range (2025) Total Peak Hour Traffic ........................................................... 18 11. Long Range (2040) Total Peak Hour Traffic ............................................................ 19 12. Short Range (2025) Geometry ................................................................................ 21 13. Long Range (2040) Geometry ................................................................................. 22 APPENDICES A. Base Assumptions Packet B. Recent Peak Hour Traffic C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards D. Short Range (2025) Background Peak Hour Operation E. Long Range (2040) Background Peak Hour Operation F. Short Range (2025) Total Peak Hour Operation G. Long Range (2040) Total Peak Hour Operation H. Pedestrian/Bicycle Level of Service DELICH The Foothills TIS, December 2020 ASSOCIATES Page 1 I. INTRODUCTION This Transportation Impact Study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed The Foothills residential development. The Foothills site is located south of Trilby Road and east of US287 in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Sun Communities Inc.), the project engineer (Atwell LLC), 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 Foothills. 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. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of The Foothills 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 residential and commercial. There are primarily residential uses surrounding the site. The Transfort Bus storage facility and the Poudre School District Transportation South storage facility is to the north of the site. There are commercial uses to the west of the site. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. The center of Fort Collins is to the north of the Foothills site. Streets The primary streets near The Foothills site are College Avenue (US287), Trilby Road, Lemay Avenue, Debra Drive, Portner Road, and Autumn Ridge Drive. Figure 2 shows the current geometry at the key intersections. College Avenue is west of (adjacent to) the proposed The Foothills site. College Avenue is a north-south street designated as a six-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/Trilby intersection, College Avenue has northbound and southbound left-turn lanes, two through lanes in each direction, and northbound and southbound right-turn lanes. The College/Trilby intersection has signal control. The posted speed limit on College Avenue is 55 mph in this area. Trilby Road is north of (adjacent to) the proposed The Foothills site. Trilby Road is an east-west street designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, Trilby Road has a two-lane cross section. At the College/Trilby intersection, Trilby Road has eastbound and westbound left-turn lanes and a through/right-turn lane in each direction. At the Trilby/Debra intersection, Trilby Road has a westbound left-turn/through lane, an eastbound through lane, and an eastbound right-turn lane. At the Trilby/Portner intersection, Trilby Road has an eastbound left- turn/through lane and a westbound through/right-turn lane. At the Trilby/Autumn Ridge intersection, Trilby Road has a westbound left-turn lane, a through lane in each direction, and an eastbound right-turn lane. The Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge intersections have stop sign control on Debra Drive, Portner Road, and Autumn Ridge Drive, respectively. At the Lemay/Trilby intersection, Trilby Road has an eastbound and westbound left-turn lane, a through lane in each direction, and an eastbound and westbound right-turn lane. The Lemay/Trilby intersection has signal control. The posted speed limit in this area is 40 mph. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 5 Lemay Avenue is east of the proposed The Foothills site. Lemay Avenue is a north-south street designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, Lemay Avenue has a four-lane cross section (with a center lane) in this area. At the Lemay/Trilby intersection, Lemay Avenue has northbound and southbound left-turn lanes, a through lane in each direction, and northbound and southbound through/right-turn lanes. The posted speed limit on Lemay Avenue is 40 mph in this area. Debra Drive is west of the proposed The Foothills site. Debra Drive is a north- south street designated as a local street on the Fort Collins Master Street Plan. Currently, Debra Drive has a two-lane cross section in this area. Debra Drive only has a south leg at the Trilby/Debra intersection. At the Trilby/Debra intersection, Debra Drive has all movements combined in a single lane. There is no posted speed limit on Debra Drive. Portner Road is north of the proposed The Foothills site. Portner Road is a north-south street designated as a local street on the Fort Collins Master Street Plan. Currently, Portner Road has a two-lane cross section in this area. Portner Road only has a north leg at the Trilby/Portner intersection. At the Trilby/ Portner intersection, Portner Road has all movements combined in a single lane. It is not striped, but it is wide enough that left turns and right turns function separately. There is no posted speed limit on Portner Road. Autumn Ridge Drive is east of the proposed The Foothills site. It serves the residential subdivision to the south. Autumn Ridge Drive is a north-south street designated as a collector street on the Fort Collins Master Street Plan. Currently, Autumn Ridge Drive has a two-lane cross section in this area. Autumn Ridge Drive only has a south leg at the Trilby/Autumn Ridge intersection. At the Trilby/Autumn Ridge intersection, Autumn Ridge Drive has a northbound left-turn and right-turn lane. The posted speed limit on Autumn Ridge Drive is 25 mph. Existing Traffic Recent peak hour traffic volumes at the College/Trilby, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections are shown in Figure 3. The counts at the College/Trilby intersection were obtained in June 2018 (City counts). The counts at the Trilby/Debra, Trilby/Portner, and Trilby/Autumn Ridge intersections were obtained in November 2020. The counts at the Lemay/Trilby intersection were obtained in August 2018 (City counts). Raw count data is provided in Appendix B. Since the counts at the College/Trilby and Lemay/Trilby intersections were done before COVID-19, a comparison was conducted with the recent (2020) counts along Trilby Road to determine if any adjustments are needed. It was determined that the volumes along Trilby Road should be increased. The adjusted recent peak hour traffic volumes at the key intersections are shown in Figure 4. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 8 Existing Operation The College/Trilby, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby 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 4, 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/Trilby and Lemay/Trilby intersections. The Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections currently meet the Fort Collins operational criteria with existing control and geometry in the morning and afternoon peak hours. At the College/Trilby intersection, some movements, approach legs, and overall do not meet the Fort Collins operational criteria with existing control and geometry in the afternoon peak hour. The City recently changed the timing at the College/Trilby intersection to include protected only phases for northbound and southbound left-turns. Pedestrian Facilities There are only sidewalks along College Avenue and Trilby Road where recent development or redevelopment has occurred. There are sidewalks along both sides of Trilby Road, east of Portner Road. There are sidewalks along both sides of Lemay Avenue. Sidewalks will be incorporated within and adjacent to this development. Bicycle Facilities There are bicycle lanes along College Avenue, Trilby Road, and Lemay Avenue within the study area. Transit Facilities Currently, this area of Fort Collins is not served by Transfort except for the FLEX route that runs along College Avenue with stops at the College/Trilby intersection. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 9 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Trilby (signal) EB LT C D EB T/RT D D EB APPROACH D D WB LT C D WB T/RT D E (76.2 secs) WB APPROACH D E (66.8 secs) NB LT C F (91.6 secs) NB T C C NB RT B C NB APPROACH C D SB LT C C SB T C F (70.8 secs) SB RT C C SB APPROACH C E (63.7 secs) OVERALL D E (55.4 secs) Trilby/Debra (stop sign) WB LT/T B C NB LT/RT A A OVERALL A A Continued on next page DELICH The Foothills TIS, December 2020 ASSOCIATES Page 10 Continued from previous page TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Trilby/Portner (stop sign) EB LT/T A A SB LT/RT B C OVERALL A A Trilby/Autumn Ridge (stop sign) WB LT A A NB LT C C NB RT B B NB APPROACH B C OVERALL A A Lemay/Trilby (signal) EB LT D C EB T D D EB RT C C EB APPROACH D C WB LT D C WB T D D WB RT D D WB APPROACH D D NB LT B B NB T B B NB T/RT B B NB APPROACH B B SB LT B B SB T B C SB T/RT B C SB APPROACH B C OVERALL C C DELICH The Foothills TIS, December 2020 ASSOCIATES Page 11 III. PROPOSED DEVELOPMENT The Foothills is a proposed residential development consisting of a maximum of 210 dwelling units. Figure 5 shows the site plan of The Foothills site. The short range analysis (Year 2025) includes development of The Foothills 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 2040. The site plan shows that The Foothills will have access to/from Debra Drive, Rick Drive, Trilby Road across from Portner Road, and Crown Ridge Lane. The Debra Drive connection will allow access to College Avenue via the College/Lorien intersection (right-in/right-out/left-in) through Lakeview on the Rise and to the existing Trilby/Debra intersection. 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, 10th Edition, ITE was used to estimate trips that would be generated by the proposed/expected use at The Foothills site. 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 Foothills resulted in 2,058 daily trip ends, 154 morning peak hour trip ends, and 207 afternoon peak hour trip ends. TABLE 2 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 210 Single Family Detached 210 D.U. EQ 2058 EQ 38 EQ 116 EQ 130 EQ 77 Trip Distribution Trip distribution for The Foothills was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in the area, and engineering judgment. Figure 6 shows the trip distribution for the short range (2025) and long range (2040) analysis futures. The trip distribution was agreed to by City of Fort Collins staff. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 14 Background Traffic Projections Figures 7 and 8 show the short range (2025) and long range (2040) background traffic projections at the key intersections, respectively. Background traffic projections for the short range (2025) 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 1.18. It was determined that traffic volumes on Trilby Road would increase by approximately 1-2% per year plus other developments in the area. The developments included in the short range (2025) future are the Lakeview on the Rise, Avondale Apartments, and Ridgewood Hills 5th Filing. According to City staff, the College/Trilby intersection will be improved with a capital improvement project in the near future. While no design plans were available, the short range (2025) background traffic will help determine the minimum amount of geometry necessary to the College/Trilby intersection to meet the Fort Collins operational criteria. 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. Due to the circuitous route and roadway width, The Foothills site generated traffic is unlikely to use Autumn Ridge. Figure 9 shows the site generated peak hour traffic assignment. Figures 10 and 11 show the short range (2025) and long range (2040) 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 (MUTCD). The College/Trilby and Lemay/Trilby intersections are currently signalized. The Trilby/Debra, Trilby/Portner, and Trilby/Autumn Ridge stop sign controlled intersections will not warrant signals in the future. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 20 Geometry Figure 12 shows a schematic of the minimum short range (2025) intersection geometry. According to City staff, a substantial capital improvement project will occur at the College/Trilby intersection in the near future. Since the design of the improvements at the College/Trilby intersection has not occurred, the geometry will be based upon achieving the Fort Collins operational criteria. The geometry shown at this intersection was also suggested by City staff. At the Trilby/Debra intersection, a westbound left-turn lane is required and assumed to be part of the likely improvement at the College/Trilby intersection. At the Trilby/Portner intersection, eastbound and westbound left-turn lanes are required based on the arterial classification of Trilby Road. The eastbound right-turn lane is also required at the Trilby/Portner intersection. This development will complete the 4-lane modified arterial street cross section along Trilby Road along their frontage. This matches what was installed with the Providence development to the east. This development will have a northbound left-turn lane and through/right-turn lane at the Trilby/Portner intersection. The north leg of the Trilby/Portner intersection is wide enough that a left-turn lane and a through/right-turn lane could be striped if the City desires to do so. All the other key intersections do not require additional auxiliary turn lanes and the existing geometry can remain. Figure 13 shows a schematic of the long range (2040) geometry. The geometry at the key intersections in the long range future was determined based upon achieving acceptable operation, meeting the geometric criteria in LCUASS, and the City of Fort Collins Master Street Plan. At the Lemay/Trilby intersection, right-turn lanes are required on all legs based on right-turn volumes. The Lemay/Trilby intersection was analyzed with and without right-turn lanes in the long range (2040) total traffic volumes. Operation Analysis Operation analyses were performed at the College/Trilby, College/Lorien, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections. The operation analyses were conducted for the short range analysis, reflecting a year 2025 condition, and for the long range analysis, reflecting a year 2040 condition. The long range (2040) analysis is provided for informational purposes and to identify potential operational and/or geometric issues. Using the short range (2025) background traffic volumes shown in 7, the College/Trilby, College/Lorien, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections operate as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. All the key intersections meet the Fort Collins criteria with regard to operation using the recommended control, geometry, and signal timing. Using the long range (2040) background traffic volumes shown in Figure 8, the College/Trilby, College/Lorien, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections operate as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 23 TABLE 3 Short Range (2025) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Trilby (signal with dual NB & SB left-turn lanes) EB LT D E (61.5 secs) EB T D D EB RT D D EB APPROACH D D WB LT C D WB T D E (68.3 secs) WB RT D D WB APPROACH D E (58.3 secs) NB LT D E (73.5 secs) NB T C C NB RT B B NB APPROACH C D SB LT D E (56.2 secs) SB T C E (56.0 secs) SB RT B B SB APPROACH C D OVERALL C D College/Lorien (stop sign) WB RT C C SB LT C C OVERALL A A Trilby/Debra (stop sign) WB LT/T C C NB LT/RT A A OVERALL A A Continued on next page DELICH The Foothills TIS, December 2020 ASSOCIATES Page 24 Continued from previous page TABLE 3 Short Range (2025) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Trilby/Portner (stop sign) EB LT/T A A SB LT/RT C C OVERALL A A Trilby/Autumn Ridge (stop sign) WB LT A A NB LT C C NB RT B B NB APPROACH C C OVERALL A A Lemay/Trilby (signal) EB LT C C EB T C C EB RT C B EB APPROACH C C WB LT C C WB T D D WB RT C C WB APPROACH D D NB LT B B NB T B C NB T/RT B C NB APPROACH B B SB LT B B SB T C B SB T/RT C B SB APPROACH C B OVERALL C C DELICH The Foothills TIS, December 2020 ASSOCIATES Page 25 TABLE 4 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Trilby (signal) EB LT D E (69.5 secs) EB T D D EB RT C D EB APPROACH D E (56.6 secs) WB LT D D WB T D E (78.4 secs) WB RT D D WB APPROACH D E (67.5 secs) NB LT D E (71.6 secs) NB T C A NB RT B A NB APPROACH C B SB LT D E (69.5 secs) SB T B E (56.1 secs) SB RT B C SB APPROACH C D OVERALL C D College/Lorien (stop sign) WB RT B C SB LT A A OVERALL A A Trilby/Debra (stop sign) WB LT/T B C NB LT/RT A A OVERALL A A Continued on next page DELICH The Foothills TIS, December 2020 ASSOCIATES Page 26 Continued from previous page TABLE 4 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Trilby/Portner (stop sign) EB LT/T A A SB LT/RT B C OVERALL A A Trilby/Autumn Ridge (stop sign) WB LT A A NB LT C C NB RT B B NB APPROACH B C OVERALL A A Lemay/Trilby (signal) EB LT D C EB T D D EB T/RT C C EB APPROACH D C WB LT D C WB T D D WB T/RT D D WB APPROACH D D NB LT B B NB T B B NB T/RT B B NB APPROACH B B SB LT B B SB T B C SB T/RT B C SB APPROACH B C OVERALL C C DELICH The Foothills TIS, December 2020 ASSOCIATES Page 28 TABLE 5 Short Range (2025) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Trilby (signal with dual NB & SB left-turn lanes) EB LT D E (62.8 secs) EB T D D EB RT D D EB APPROACH D D WB LT D D WB T D E (69.3 secs) WB RT D D WB APPROACH D E (58.4 secs) NB LT D E (74.4 secs) NB T C C NB RT B B NB APPROACH C D SB LT D E (57.8 secs) SB T C E (61.5 secs) SB RT C B SB APPROACH C E (57.8 secs) OVERALL C D College/Lorien (stop sign) WB RT C C SB LT C C OVERALL A A Trilby/Debra (stop sign) WB LT/T D D NB LT/RT A A OVERALL A A Continued on next page DELICH The Foothills TIS, December 2020 ASSOCIATES Page 29 Continued from previous page TABLE 5 Short Range (2025) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Trilby/Portner (stop sign) EB LT A A WB LT A A NB LT E (39.7 secs) E (35.6 secs) NB T/RT B B NB APPROACH D D SB LT D E (38.0 secs) SB T/RT B B SB APPROACH C D OVERALL A A Trilby/Autumn Ridge (stop sign) WB LT A A NB LT D D NB RT B B NB APPROACH C C OVERALL A A Lemay/Trilby (signal) EB LT C C EB T C C EB RT C B EB APPROACH C C WB LT C C WB T D D WB RT C C WB APPROACH D D NB LT B B NB T B C NB T/RT B C NB APPROACH B C SB LT B B SB T C B SB T/RT C B SB APPROACH C B OVERALL C C DELICH The Foothills TIS, December 2020 ASSOCIATES Page 30 TABLE 6 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) College/Trilby (signal) EB LT D D EB T D D EB RT D E (60.1 secs) EB APPROACH D D WB LT D E (66.6 secs) WB T D D WB RT D D WB APPROACH D D NB LT D E (72.8 secs) NB T C C NB RT B B NB APPROACH C D SB LT D E (59.0 secs) SB T B D SB RT B C SB APPROACH B D OVERALL C D College/Lorien (stop sign) WB RT D E (35.2 secs) SB LT E (40.5 secs) F (221.1 secs) OVERALL A A Trilby/Debra (stop sign) WB LT/T D E (38.5 secs) NB LT/RT A A OVERALL A A Trilby/Portner (stop sign) EB LT A A WB LT A A NB LT E (41.1 secs) E (45.5 secs) NB T/RT B B NB APPROACH D D SB LT D F (53.5 secs) SB T/RT B B SB APPROACH C E (38.2 secs) OVERALL A A Trilby/Autumn Ridge (stop sign) WB LT A A NB LT D E (36.6 secs) NB RT B B NB APPROACH C D OVERALL A A Continued on next page DELICH The Foothills TIS, December 2020 ASSOCIATES Page 31 Continued from previous page TABLE 6 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM (delay) Lemay/Trilby (signal) EB LT C C EB T C C EB RT C C EB APPROACH C C WB LT C C WB T D D WB RT D D WB APPROACH C C NB LT B B NB T B C NB T/RT B C NB APPROACH B C SB LT B B SB T C B SB T/RT C B SB APPROACH C B OVERALL C C Lemay/Trilby (signal with right-turn lanes) EB LT C C EB T C D EB RT C C EB APPROACH C C WB LT C C WB T C C WB RT C C WB APPROACH C C NB LT B B NB T B B NB RT B B NB APPROACH B B SB LT B B SB T C A SB RT B A SB APPROACH B A OVERALL C B DELICH The Foothills TIS, December 2020 ASSOCIATES Page 27 Using the short range (2025) total traffic volumes shown in Figure 10, the College/Trilby, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections operate as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. All the key intersections will meet the Fort Collins operational criteria with the recommended control, geometry, and signal timing. At the Trilby/Portner intersection with stop sign controlled intersection, the calculated delay for the northbound left-turn movement is commensurate with level of service E in the morning peak hour. At the Trilby/Portner intersection with stop sign controlled intersection, the calculated delay for the northbound and southbound left-turn movements is commensurate with level of service E in the afternoon peak hour. Using the traffic volumes shown in Figure 11, the College/Trilby, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby key intersections operate in the long range (2040) total condition as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. The Lemay/Trilby intersection operates acceptably with and without separate right-turn lanes. Pedestrian Level of Service Appendix H shows a map of the area that is within 1320 feet of The Foothills site. There are four destination areas within 1320 feet of the proposed The Foothills: 1) the commercial area west of the site; 2) the residential neighborhood to the north of the site; 3) the residential neighborhood east of the site; and 4) the residential neighborhood southwest of the site. Appendix H also contains a map that shows the existing/planned pedestrian facilities within the influence area. The minimum level of service for “other” is C. Directness – The distance ratio to all pedestrian destinations is less than 1.6 (LOS C), since there will be the opportunity to have a pedestrian crossing of College Avenue with the d signal at the. Continuity – The continuity to pedestrian destinations 1, 3, and 4 will be acceptable at LOS C, since there will be direct connection of the sidewalk system to the Debra Drive and Crown Ridge Lane. The continuity to pedestrian destination 2 is at LOS E, since there are no sidewalks along Trilby Road. Street Crossings – The street crossings to pedestrian destinations 1, 3, and 4 will be acceptable at LOS B, since the street crossings are all at local residential streets. The street crossing to pedestrian destination 2 is at LOS C, since it requires crossing Trilby Road. Visual Interest and Amenity – The visual interest and amenity to pedestrian destinations 1, 3, and 4 is acceptable at LOS C, since most of the sidewalks have a residential neighborhood character. The visual intersection and amenity to pedestrian destination 2 is at LOS E, since there are no sidewalks in this area of Trilby Road. Security - The security to pedestrian destinations 1, 3, and 4 is acceptable at LOS B, since most of the sidewalks are adjacent to residential land uses and the area has a residential neighborhood character. The security to pedestrian destination 2 is at LOS D, since there are no sidewalks in this area of Trilby Road. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 32 Acceptable pedestrian level of service will be achieved for pedestrian destinations 1, 3, and 4 within 1320 of The Foothills. Pedestrian level of service is not achieved for the Continuity, Street Crossings, Visual Interest and Amenity, and Security categories to pedestrian destination 2. This is due to the fact that there are no sidewalks in this area of Trilby Road. The Pedestrian LOS Worksheet is provided in Appendix H. The Foothills development will install the ultimate curb & gutter and sidewalk along the Trilby Road adjacent to the site. Typically a development would install the ultimate curb & gutter and sidewalk along College Avenue. However, this frontage has an irrigation ditch in line with where the curb and gutter will be. It will be difficult to adjust/tie into the siphon due to the grade difference between the siphon/ditch and the future roadway of College Avenue. This should be part of a sidewalk project from Lakeview on the Rise to Trilby Road, maybe with the College/Trilby intersection improvements. Installing the sidewalk does not increase the pedestrian level of service in the area until improvement of the sidewalk along the properties to the north. Bicycle Level of Service Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of The Foothills: the commercial area north of the site. The Bicycle LOS Worksheet is provided in Appendix H. The minimum level of service for this site is C. There are bike lanes on Trilby Road 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 FLEX bus service with stops at the College/Trilby intersection. Based on the Fort Collins Transit Master Plan dated April 2019, there will be local service (30 minutes all day) in the 5 year plan along Trilby Road. Transfort will determine were bus stops should be located based on likely ridership. DELICH The Foothills TIS, December 2020 ASSOCIATES Page 33 IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of The Foothills development on the street system in the vicinity of the proposed development in the short range (2025) and long range (2040) futures. As a result of this analysis, the following is concluded:  The development of The Foothills site is feasible from a traffic engineering standpoint. At full development, The Foothills will generate the following traffic: 2,058 daily trip ends, 154 morning peak hour trip ends, and 207 afternoon peak hour trip ends.  Currently, the Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections meet the Fort Collins operational criteria with existing control and geometry in the morning and afternoon peak hours. At the College/Trilby intersection, some movements, approach legs, and overall do not meet the Fort Collins operational criteria with existing control and geometry in the afternoon peak hour.  The College/Trilby and Lemay/Trilby intersections are currently signalized. The Trilby/Debra, Trilby/Portner, and Trilby/Autumn Ridge are stop sign controlled intersections and will not warrant signals in the future.  In the short range (2025) future, given development of The Foothills and an increase in background traffic, the College/Trilby, Trilby/Debra, Trilby/Portner, Trilby/Autumn Ridge, and Lemay/Trilby intersections will meet the Fort Collins operational criteria with the recommended control, geometry, and signal timing. At the Trilby/Portner intersection with stop sign controlled intersection, the calculated delay for the northbound approach is commensurate with level of service E in the morning peak hour. At the Trilby/Portner intersection with stop sign controlled intersection, the calculated delay for the northbound and southbound approaches is commensurate with level of service E in the afternoon peak hour.  In the long range (2040) future, given development of The Foothills 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 (2025) geometry is shown in Figure 12. According to City staff, a substantial capital improvement project will occur at the College/Trilby intersection in the near future. Since the design of the improvements at the College/Trilby intersection has not occurred, the geometry will be based upon achieving the Fort Collins operational criteria. The geometry shown at this intersection was also suggested by City staff. At the Trilby/Debra intersection, a westbound left-turn lane is required and assumed to be part of likely improvement at the College/Trilby intersection. At the Trilby/Portner intersection, eastbound and westbound left-turn DELICH The Foothills TIS, December 2020 ASSOCIATES Page 34 lanes are required based on the arterial classification. The eastbound right-turn lane is also required at the Trilby/Portner intersection. This development will have a northbound left-turn lane and through/right-turn lane at the Trilby/Portner intersection and will stripe a southbound left-turn lane. All the other key intersections do not require additional auxiliary turn lanes and the existing geometry can remain.  The long range (2040) geometry is shown in Figure 13.  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 (2025) future, some pedestrian level of service categories cannot be achieved due to a lack of sidewalks and street connections. 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 Fort Collins Transit Master Plan dated April 2019, there will be local service (30 minutes all day) in the 5 year plan along Trilby Road. Transfort will determine were bus stops should be located based on likely ridership. APPENDIX A 1 2 3 4 5 APPENDIX B 6 7 8 9 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061TABULAR SUMMARY OF VEHICLE COUNTSDate: 11/5/2020Observer: VickyDay: ThursdayJurisdiction: Fort CollinsR = right turnIntersection: Trilby/DebraS = straightL = left turnTime Northbound: Southbound: Debra Total Eastbound: Trilby Westbound: Trilby Total TotalBegins L S R Total L S R Total north/south L S R Total L S R Total east/west All7:300440491 0910 104104195 1997:452350593 3961 112113209 2148:005380893 59817677175 1838:154370773 67917374153 1607:30-8:30 11 0 13 24 0 0 0 0240 350 14 364 3 365 0 368732 756PHF 0.55 n/a 0.81 0.75 n/a n/a n/a n/a 0.75 n/a 0.94 0.58 0.93 0.75 0.81 n/a 0.81 0.88 0.884:3052707125 71329 114123255 2624:4526808137 51425 149154296 3045:0045909116 71234 125129252 2615:154610 010113 121258 143151276 2864:30-5:30 15 0 19 34 0 0 0 0340 491 31 522 26 531 0 5571079 1113PHF 0.75 n/a 0.79 0.85 n/a n/a n/a n/a 0.85 n/a 0.9 0.65 0.92 0.72 0.89 n/a 0.9 0.91 0.92 10 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061TABULAR SUMMARY OF VEHICLE COUNTSDate: 11/4/2020Observer: VickyDay: WednesdayJurisdiction: Fort CollinsR = right turnIntersection: Trilby/PortnerS = straightL = left turnTime Northbound: Southbound: Portner Total Eastbound: Trilby Westbound: Trilby Total TotalBegins L S R Total L S R Total north/south L S R Total L S R Total east/west All7:30 014555 10911492 395209 2147:45031443 102105124 5129234 2388:00022441 10810987 188197 2018:15012331 11711884 387205 2087:30-8:30 0 0 0 0 7 0 9 161610 436 0 446 0 387 12 399845 861PHF n/a n/a n/a n/a 0.58 n/a 0.56 0.8 0.8 0.5 0.93 n/a 0.94 n/a 0.78 0.6 0.77 0.9 0.94:30 063993 128131120 5125256 2654:45011 213132 102104108 5113217 2305:00043771 111112113 4117229 2365:1507411111 110111125 2127238 2494:30-5:30 0 0 0 0 28 0 12 40407 451 0 458 0 466 16 482940 980PHF n/a n/a n/a n/a 0.64 n/a 0.75 0.77 0.77 0.58 0.88 n/a 0.87 n/a 0.93 0.8 0.95 0.92 0.92 11 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061TABULAR SUMMARY OF VEHICLE COUNTSDate: 11/17/2020Observer: VickyDay: WednesdayJurisdiction: Fort CollinsR = right turnIntersection: Trilby/Autumn RidgeS = straightL = left turnTime Northbound: Southbound: Autumn RidgeTotal Eastbound: Trilby Westbound: Trilby Total TotalBegins L S R Total L S R Total north/south L S R Total L S R Total east/west All7:3015 1328 02896 510117778179 2077:4517 1936 03694 610048084184 2208:007815 01562 56746064131 1468:1517 1330 03072 77956772151 1817:30-8:30 56 0 53 109 0 0 0 01090 324 23 347 14 284 0 298645 754PHF 0.82 n/a 0.7 0.76 n/a n/a n/a n/a 0.76 n/a 0.84 0.82 0.86 0.7 0.89 n/a 0.89 0.88 0.864:309817 01784 1710114 107121222 2394:4515 419 019101 181195 116121240 2595:008412 012104 2212614 8397223 2355:1512 1527 02794 2011410 113123237 2644:30-5:30 44 0 31 75 0 0 0 0750 383 77 460 43 419 0 462922 997PHF 0.73 n/a 0.52 0.69 n/a n/a n/a n/a 0.69 n/a 0.92 0.88 0.91 0.77 0.9 n/a 0.94 0.96 0.94 12 13 14 15 APPENDIX C 16 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 17 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Intersection type Land Use (from structure plan) Commercial corridors Other corridors within: Mixed use districts Low density mixed use residential All other areas Signalized intersections (overall) D E* D D Any Leg E E D E Any Movement E E D E Stop sign control (arterial/arterial, arterial/collector or local- any approach leg) N/A F** F** E Stop sign control (collector/local--any approach leg) N/A C C C * mitigating measures required ** considered normal in an urban environment 18 APPENDIX D 19 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 248 337 232 99 224 195 181 1302 102 113 771 90 Future Volume (veh/h) 248 337 232 99 224 195 181 1302 102 113 771 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 256 347 58 102 231 67 187 1342 44 116 795 30 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 308 402 326 223 378 302 279 1802 803 204 1726 799 Arrive On Green 0.08 0.21 0.21 0.07 0.20 0.20 0.08 0.51 0.51 0.04 0.33 0.33 Sat Flow, veh/h 1781 1870 1520 1781 1870 1494 3456 3554 1582 3456 3554 1645 Grp Volume(v), veh/h 256 347 58 102 231 67 187 1342 44 116 795 30 Grp Sat Flow(s),veh/h/ln 1781 1870 1520 1781 1870 1494 1728 1777 1582 1728 1777 1645 Q Serve(g_s), s 9.0 19.7 3.4 4.9 12.4 4.1 5.8 32.9 1.6 3.6 19.5 1.4 Cycle Q Clear(g_c), s 9.0 19.7 3.4 4.9 12.4 4.1 5.8 32.9 1.6 3.6 19.5 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 308 402 326 223 378 302 279 1802 803 204 1726 799 V/C Ratio(X) 0.83 0.86 0.18 0.46 0.61 0.22 0.67 0.74 0.05 0.57 0.46 0.04 Avail Cap(c_a), veh/h 308 510 414 230 493 394 346 1802 803 251 1726 799 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 37.7 41.6 35.2 32.7 40.0 36.7 49.1 21.5 13.7 51.4 25.7 19.6 Incr Delay (d2), s/veh 13.4 9.1 0.2 1.5 1.6 0.4 3.6 2.8 0.1 2.4 0.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 9.9 1.3 2.2 5.8 1.5 2.5 12.6 0.6 1.6 8.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.1 50.7 35.4 34.2 41.6 37.0 52.7 24.3 13.9 53.8 26.5 19.6 LnGrp LOS DDDCDDDCBDCB Approach Vol, veh/h 661 400 1573 941 Approach Delay, s/veh 49.5 38.9 27.4 29.7 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 58.9 10.6 28.6 9.5 61.3 12.0 27.2 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 43.5 7.0 29.0 7.0 46.5 8.0 28.0 Max Q Clear Time (g_c+I1), s 7.8 21.5 6.9 21.7 5.6 34.9 11.0 14.4 Green Ext Time (p_c), s 0.1 3.0 0.0 0.8 0.0 4.6 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C 20 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Short Background AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)14 50 11 35 11 53 12 34 Maximum Split (%) 12.7% 45.5% 10.0% 31.8% 10.0% 48.2% 10.9% 30.9% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 15 4 7 4 15 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)62 76 16 27 62 73 16 28 End Time (s)76 16 27 62 73 16 28 62 Yield/Force Off (s)72 9.5 23 56 69 9.5 24 56 Yield/Force Off 170(s) 72 109.5 23 36 69 109.5 24 35 Local Start Time (s)46 60 0 11 46 57 0 12 Local Yield (s)56 103.5 7 40 53 103.5 8 40 Local Yield 170(s)56 93.5 7 20 53 93.5 8 19 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 16 (15%), Referenced to phase 2:SBT and 6:NBT, Start of Red Splits and Phases: 119: College (US 287) & Trilby 21 Queues 119: College (US 287) & Trilby Short Background AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 256 347 239 102 231 201 187 1342 105 116 795 93 v/c Ratio 0.78 0.81 0.47 0.44 0.56 0.46 0.55 0.82 0.13 0.43 0.51 0.11 Control Delay 45.2 55.0 7.3 29.5 42.6 11.2 53.7 31.6 3.8 49.5 30.4 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 55.0 7.3 29.5 42.6 11.2 53.7 31.6 3.8 49.5 30.4 10.7 Queue Length 50th (ft) 133 229 0 48 143 17 64 441 0 40 190 0 Queue Length 95th (ft) #205 327 60 84 216 78 103 548 30 71 372 64 Internal Link Dist (ft) 5168 305 1264 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 329 491 548 232 474 481 351 1638 778 269 1562 830 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.78 0.71 0.44 0.44 0.49 0.42 0.53 0.82 0.13 0.43 0.51 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 22 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 171 254 162 158 363 113 276 1237 110 194 1559 278 Future Volume (veh/h) 171 254 162 158 363 113 276 1237 110 194 1559 278 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 186 276 24 172 395 1 300 1345 61 211 1695 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 219 417 334 304 433 347 346 1675 746 294 1621 752 Arrive On Green 0.08 0.22 0.22 0.08 0.23 0.23 0.10 0.47 0.47 0.11 0.61 0.61 Sat Flow, veh/h 1781 1870 1498 1781 1870 1500 3456 3554 1584 3456 3554 1647 Grp Volume(v), veh/h 186 276 24 172 395 1 300 1345 61 211 1695 148 Grp Sat Flow(s),veh/h/ln 1781 1870 1498 1781 1870 1500 1728 1777 1584 1728 1777 1647 Q Serve(g_s), s 9.0 16.1 1.5 8.9 24.7 0.1 10.3 38.6 2.5 7.1 54.7 4.8 Cycle Q Clear(g_c), s 9.0 16.1 1.5 8.9 24.7 0.1 10.3 38.6 2.5 7.1 54.7 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 417 334 304 433 347 346 1675 746 294 1621 752 V/C Ratio(X) 0.85 0.66 0.07 0.57 0.91 0.00 0.87 0.80 0.08 0.72 1.05 0.20 Avail Cap(c_a), veh/h 219 421 337 304 436 350 346 1675 746 346 1621 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 37.3 42.5 36.8 33.3 44.9 35.5 53.2 27.0 17.4 51.8 23.6 13.8 Incr Delay (d2), s/veh 24.2 3.5 0.1 2.4 23.3 0.0 20.3 4.2 0.2 4.4 32.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 7.8 0.6 4.0 14.1 0.0 5.2 15.7 1.0 3.1 23.3 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.5 46.0 36.9 35.7 68.3 35.5 73.5 31.2 17.7 56.2 56.0 14.2 LnGrp LOS E D D D E D E C B E F B Approach Vol, veh/h 486 568 1706 2054 Approach Delay, s/veh 51.5 58.3 38.1 53.0 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 60.2 13.0 31.8 13.2 62.0 12.0 32.8 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 11.0 53.5 9.0 26.0 11.0 53.5 8.0 27.0 Max Q Clear Time (g_c+I1), s 12.3 56.7 10.9 18.1 9.1 40.6 11.0 26.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 4.9 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 48.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 23 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Short Background PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)15 60 13 32 15 60 12 33 Maximum Split (%) 12.5% 50.0% 10.8% 26.7% 12.5% 50.0% 10.0% 27.5% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 13.5 4 7 4 13.5 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)62.5 77.5 17.5 30.5 62.5 77.5 17.5 29.5 End Time (s)77.5 17.5 30.5 62.5 77.5 17.5 29.5 62.5 Yield/Force Off (s)73.5 11 26.5 56.5 73.5 11 25.5 56.5 Yield/Force Off 170(s) 73.5 1 26.5 36.5 73.5 1 25.5 35.5 Local Start Time (s) 51.5 66.5 6.5 19.5 51.5 66.5 6.5 18.5 Local Yield (s)62.5 0 15.5 45.5 62.5 0 14.5 45.5 Local Yield 170(s)62.5 110 15.5 25.5 62.5 110 14.5 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 120 Offset: 11 (9%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 119: College (US 287) & Trilby 24 Queues 119: College (US 287) & Trilby Short Background PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 186 276 176 172 395 123 300 1345 120 211 1695 302 v/c Ratio 0.96 0.69 0.40 0.61 0.95 0.30 0.86 0.83 0.16 0.63 1.05 0.32 Control Delay 89.7 52.6 8.5 38.7 78.4 8.5 76.9 34.0 5.7 59.4 66.4 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.7 52.6 8.5 38.7 78.4 8.5 76.9 34.0 5.7 59.4 66.4 5.1 Queue Length 50th (ft) 104 197 0 96 302 0 120 472 8 74 ~768 62 Queue Length 95th (ft) #241 294 59 154 #495 49 #197 572 43 118 #911 73 Internal Link Dist (ft) 5167 325 1264 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 193 405 440 284 420 410 348 1623 770 343 1607 933 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.96 0.68 0.40 0.61 0.94 0.30 0.86 0.83 0.16 0.62 1.05 0.32 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. 25 HCM 6th TWSC 11: College (US 287) & Lorien Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 34 1578 6 12 1128 Future Vol, veh/h 0 34 1578 6 12 1128 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 250 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 0 40 1856 7 14 1327 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 928 0 0 1863 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 - - 4.14 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 - - 2.22 - Pot Cap-1 Maneuver 0 270 - - 320 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 270 - - 320 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 20.6 0 0.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 270 320 - HCM Lane V/C Ratio - - 0.148 0.044 - HCM Control Delay (s) - - 20.6 16.8 - HCM Lane LOS - - C C - HCM 95th %tile Q(veh) - - 0.5 0.1 - 26 HCM 6th TWSC 5: College (US 287) & Lorien Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 21 1633 27 49 1843 Future Vol, veh/h 0 21 1633 27 49 1843 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 250 250 - 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 0 23 1814 30 54 2048 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 907 0 0 1844 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 - - 4.14 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 - - 2.22 - Pot Cap-1 Maneuver 0 279 - - 326 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 279 - - 326 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 19.1 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 279 326 - HCM Lane V/C Ratio - - 0.084 0.167 - HCM Control Delay (s) - - 19.1 18.2 - HCM Lane LOS - - C C - HCM 95th %tile Q(veh) - - 0.3 0.6 - 27 HCM 6th TWSC 9: Debra & Trilby Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 502 19 3 461 38 25 Future Vol, veh/h 502 19 3 461 38 25 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 22222 Mvmt Flow 570 22 3 524 43 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 592 0 1100 570 Stage 1 - - - - 570 - Stage 2 - - - - 530 - 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 - - 984 - 235 521 Stage 1 - - - - 566 - Stage 2 - - - - 590 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 984 - 234 521 Mov Cap-2 Maneuver - - - - 234 - Stage 1 - - - - 566 - Stage 2 - - - - 588 - Approach EB WB NB HCM Control Delay, s 0 0.1 20.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)299 - - 984 - HCM Lane V/C Ratio 0.239 - - 0.003 - HCM Control Delay (s) 20.8 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - 28 HCM 6th TWSC 2: Debra & Trilby Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 473 49 26 611 30 26 Future Vol, veh/h 473 49 26 611 30 26 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 514 53 28 664 33 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 567 0 1234 514 Stage 1 - - - - 514 - Stage 2 - - - - 720 - 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 - - 1005 - 195 560 Stage 1 - - - - 600 - Stage 2 - - - - 482 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1005 - 186 560 Mov Cap-2 Maneuver - - - - 186 - Stage 1 - - - - 600 - Stage 2 - - - - 461 - Approach EB WB NB HCM Control Delay, s 0 0.4 22.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)270 - - 1005 - HCM Lane V/C Ratio 0.225 - - 0.028 - HCM Control Delay (s) 22.2 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.8 - - 0.1 - 29 HCM 6th TWSC 4: Trilby & Portner Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 588 483 12 7 9 Future Vol, veh/h 10 588 483 12 7 9 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 11 653 537 13 8 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 550 0 - 0 1219 544 Stage 1 - - - - 544 - Stage 2 - - - - 675 - 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 1020 - - - 199 539 Stage 1 - - - - 582 - Stage 2 - - - - 506 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1020 - - - 196 539 Mov Cap-2 Maneuver - - - - 196 - Stage 1 - - - - 572 - Stage 2 - - - - 506 - Approach EB WB SB HCM Control Delay, s 0.1 0 17.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1020 - - - 305 HCM Lane V/C Ratio 0.011 - - - 0.058 HCM Control Delay (s) 8.6 0 - - 17.5 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.2 30 HCM 6th TWSC 7: Trilby & Portner Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 490 546 16 28 12 Future Vol, veh/h 7 490 546 16 28 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 8 533 593 17 30 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 610 0 - 0 1151 602 Stage 1 - - - - 602 - Stage 2 - - - - 549 - 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 969 - - - 219 500 Stage 1 - - - - 547 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver 969 - - - 216 500 Mov Cap-2 Maneuver - - - - 216 - Stage 1 - - - - 540 - Stage 2 - - - - 579 - Approach EB WB SB HCM Control Delay, s 0.1 0 21.6 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)969 - - - 260 HCM Lane V/C Ratio 0.008 - - - 0.167 HCM Control Delay (s) 8.7 0 - - 21.6 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.6 31 HCM 6th TWSC 2: Autumn Ridge & Trilby Short Background AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 476 24 15 380 59 56 Future Vol, veh/h 476 24 15 380 59 56 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 22222 Mvmt Flow 553 28 17 442 69 65 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 581 0 1029 553 Stage 1 - - - - 553 - Stage 2 - - - - 476 - 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 - - 993 - 259 533 Stage 1 - - - - 576 - Stage 2 - - - - 625 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 993 - 255 533 Mov Cap-2 Maneuver - - - - 255 - Stage 1 - - - - 576 - Stage 2 - - - - 614 - Approach EB WB NB HCM Control Delay, s 0 0.3 18.6 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)255 533 - - 993 - HCM Lane V/C Ratio 0.269 0.122 - - 0.018 - HCM Control Delay (s) 24.2 12.7 - - 8.7 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 1.1 0.4 - - 0.1 - 32 HCM 6th TWSC 9: Autumn Ridge & Trilby Short Background PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 422 81 45 499 46 33 Future Vol, veh/h 422 81 45 499 46 33 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 449 86 48 531 49 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 535 0 1076 449 Stage 1 - - - - 449 - Stage 2 - - - - 627 - 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 - - 1033 - 243 610 Stage 1 - - - - 643 - Stage 2 - - - - 532 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1033 - 232 610 Mov Cap-2 Maneuver - - - - 232 - Stage 1 - - - - 643 - Stage 2 - - - - 508 - Approach EB WB NB HCM Control Delay, s 0 0.7 19 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)232 610 - - 1033 - HCM Lane V/C Ratio 0.211 0.058 - - 0.046 - HCM Control Delay (s) 24.6 11.3 - - 8.7 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.8 0.2 - - 0.1 - 33 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 172 302 90 19 230 114 52 448 40 69 296 67 Future Volume (veh/h) 172 302 90 19 230 114 52 448 40 69 296 67 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 202 355 8 22 271 10 61 527 39 81 348 54 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 358 513 434 253 341 288 515 1475 109 469 1367 210 Arrive On Green 0.12 0.27 0.27 0.03 0.18 0.18 0.05 0.44 0.44 0.02 0.15 0.15 Sat Flow, veh/h 1781 1870 1582 1781 1870 1580 1781 3354 248 1781 3076 472 Grp Volume(v), veh/h 202 355 8 22 271 10 61 279 287 81 199 203 Grp Sat Flow(s),veh/h/ln 1781 1870 1582 1781 1870 1580 1781 1777 1825 1781 1777 1771 Q Serve(g_s), s 6.8 13.6 0.3 0.8 11.1 0.4 1.4 8.3 8.4 1.9 8.0 8.1 Cycle Q Clear(g_c), s 6.8 13.6 0.3 0.8 11.1 0.4 1.4 8.3 8.4 1.9 8.0 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.27 Lane Grp Cap(c), veh/h 358 513 434 253 341 288 515 781 802 469 790 787 V/C Ratio(X) 0.56 0.69 0.02 0.09 0.80 0.03 0.12 0.36 0.36 0.17 0.25 0.26 Avail Cap(c_a), veh/h 427 538 455 374 421 355 627 781 802 573 790 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 21.5 26.0 21.2 25.3 31.3 26.9 11.2 14.9 14.9 11.7 22.4 22.4 Incr Delay (d2), s/veh 1.4 3.6 0.0 0.1 8.3 0.0 0.1 1.3 1.2 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 2.8 6.1 0.1 0.3 5.5 0.2 0.5 3.3 3.4 0.7 3.5 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 29.6 21.2 25.4 39.6 27.0 11.3 16.2 16.1 11.8 23.1 23.2 LnGrp LOS CCCCDC BBBBCC Approach Vol, veh/h 565 303 627 483 Approach Delay, s/veh 27.1 38.2 15.7 21.3 Approach LOS C D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.0 40.6 5.5 26.9 7.3 40.2 12.9 19.6 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s 8.0 23.0 7.0 22.0 8.0 * 24 12.0 17.0 Max Q Clear Time (g_c+I1), s 3.4 10.1 2.8 15.6 3.9 10.4 8.8 13.1 Green Ext Time (p_c), s 0.0 1.0 0.0 0.6 0.1 1.5 0.2 0.3 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 34 Timing Report, Sorted By Phase 148: Lemay & Trilby Short Background AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)12 29 11 28 12 29 16 23 Maximum Split (%) 15.0% 36.3% 13.8% 35.0% 15.0% 36.3% 20.0% 28.8% Minimum Split (s)11 28 11 28 11 27.5 11 29 Yellow Time (s)3 4.5 3 4 3 4.5 3 4.5 All-Red Time (s)1 1.5 121111.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)76 8 37 48 76 8 37 53 End Time (s)8 37 48 76 8 37 53 76 Yield/Force Off (s)4 31 44 70 4 31.5 49 70 Yield/Force Off 170(s) 4 16 44 55 4 16.5 49 54 Local Start Time (s)45 57 6 17 45 57 6 22 Local Yield (s)53 0 13 39 53 0.5 18 39 Local Yield 170(s)53 65 13 24 53 65.5 18 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 31 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 35 Queues 148: Lemay & Trilby Short Background AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 202 355 106 22 271 134 61 574 81 427 v/c Ratio 0.46 0.58 0.17 0.06 0.74 0.29 0.12 0.45 0.21 0.32 Control Delay 18.1 27.0 2.4 13.3 42.3 2.6 12.1 21.8 8.0 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.1 27.0 2.4 13.3 42.3 2.6 12.1 21.8 8.0 14.1 Queue Length 50th (ft) 60 123 0 6 124 0 16 121 21 79 Queue Length 95th (ft) 97 231 13 17 191 7 34 160 17 116 Internal Link Dist (ft) 1637 3262 2562 2304 Turn Bay Length (ft) 375 375 150 100 175 250 Base Capacity (vph) 455 612 629 397 405 491 512 1263 403 1327 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.44 0.58 0.17 0.06 0.67 0.27 0.12 0.45 0.20 0.32 Intersection Summary 36 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 167 308 99 54 376 125 97 397 30 156 589 228 Future Volume (veh/h) 167 308 99 54 376 125 97 397 30 156 589 228 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 182 335 9 59 409 16 105 432 25 170 640 198 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 312 572 484 337 476 403 384 1200 69 496 1005 310 Arrive On Green 0.10 0.31 0.31 0.05 0.25 0.25 0.07 0.35 0.35 0.19 0.75 0.75 Sat Flow, veh/h 1781 1870 1583 1781 1870 1583 1781 3408 197 1781 2665 824 Grp Volume(v), veh/h 182 335 9 59 409 16 105 225 232 170 426 412 Grp Sat Flow(s),veh/h/ln 1781 1870 1583 1781 1870 1583 1781 1777 1827 1781 1777 1712 Q Serve(g_s), s 5.6 12.1 0.3 1.9 16.7 0.6 2.9 7.5 7.6 4.6 9.1 9.1 Cycle Q Clear(g_c), s 5.6 12.1 0.3 1.9 16.7 0.6 2.9 7.5 7.6 4.6 9.1 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.48 Lane Grp Cap(c), veh/h 312 572 484 337 476 403 384 626 643 496 670 645 V/C Ratio(X) 0.58 0.59 0.02 0.18 0.86 0.04 0.27 0.36 0.36 0.34 0.64 0.64 Avail Cap(c_a), veh/h 312 572 484 428 561 475 440 626 643 508 670 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 19.8 23.5 19.4 20.5 28.4 22.4 14.7 19.2 19.2 12.2 7.2 7.3 Incr Delay (d2), s/veh 2.7 1.6 0.0 0.2 11.2 0.0 0.4 1.6 1.6 0.4 4.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.2 0.1 0.8 8.4 0.2 1.1 3.1 3.2 1.5 2.7 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 25.0 19.4 20.7 39.7 22.5 15.0 20.8 20.8 12.5 11.3 11.5 LnGrp LOS C C B C D C B C C B B B Approach Vol, veh/h 526 484 562 1008 Approach Delay, s/veh 24.1 36.8 19.7 11.6 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.5 35.2 6.9 29.5 10.5 33.2 11.0 25.4 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 4.9 11.1 3.9 14.1 6.6 9.6 7.6 18.7 Green Ext Time (p_c), s 0.0 2.4 0.0 0.7 0.0 1.2 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C 37 Timing Report, Sorted By Phase 148: Lemay & Trilby Short Background PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)11 29 11 29 11 29 11 29 Maximum Split (%) 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% Minimum Split (s)11 28 11 28.5 11 28 11 29 Yellow Time (s)3 4.5 3 4.5 3 4.5 3 4.5 All-Red Time (s)1 1.5 1 1.5 1 1.5 1 1.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)0 11 40 51 0 11 40 51 End Time (s)11 40 51 0 11 40 51 0 Yield/Force Off (s)7 34 47 74 7 34 47 74 Yield/Force Off 170(s) 7 19 47 59 7 19 47 58 Local Start Time (s)46 57 6 17 46 57 6 17 Local Yield (s)53 0 13 40 53 0 13 40 Local Yield 170(s)53 65 13 25 53 65 13 24 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 34 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 38 Queues 148: Lemay & Trilby Short Background PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 182 335 108 59 409 136 105 465 170 888 v/c Ratio 0.57 0.56 0.17 0.14 0.82 0.27 0.39 0.43 0.40 0.75 Control Delay 21.3 27.2 2.4 13.1 41.8 4.7 16.6 23.0 14.8 22.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.3 27.2 2.4 13.1 41.8 4.7 16.6 23.0 14.8 22.9 Queue Length 50th (ft) 52 143 0 16 184 0 29 96 25 183 Queue Length 95th (ft) 92 229 18 36 #316 33 57 140 82 #196 Internal Link Dist (ft) 1636 1591 2561 2308 Turn Bay Length (ft) 375 375 150 100 175 250 Base Capacity (vph) 317 597 624 417 540 542 275 1088 421 1184 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.57 0.56 0.17 0.14 0.76 0.25 0.38 0.43 0.40 0.75 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 39 APPENDIX E 40 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 290 400 320 245 265 255 245 1460 175 140 935 105 Future Volume (veh/h) 290 400 320 245 265 255 245 1460 175 140 935 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 305 421 153 258 279 94 258 1537 112 147 984 43 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 391 567 242 347 600 252 353 2483 768 234 2308 744 Arrive On Green 0.13 0.16 0.16 0.14 0.17 0.17 0.10 0.49 0.49 0.09 0.60 0.60 Sat Flow, veh/h 1781 3554 1519 1781 3554 1493 3456 5106 1580 3456 5106 1645 Grp Volume(v), veh/h 305 421 153 258 279 94 258 1537 112 147 984 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1519 1781 1777 1493 1728 1702 1580 1728 1702 1645 Q Serve(g_s), s 14.0 12.4 10.4 13.1 7.8 6.1 8.0 24.3 4.3 4.5 11.4 1.2 Cycle Q Clear(g_c), s 14.0 12.4 10.4 13.1 7.8 6.1 8.0 24.3 4.3 4.5 11.4 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 391 567 242 347 600 252 353 2483 768 234 2308 744 V/C Ratio(X) 0.78 0.74 0.63 0.74 0.47 0.37 0.73 0.62 0.15 0.63 0.43 0.06 Avail Cap(c_a), veh/h 391 905 387 347 937 394 440 2483 768 251 2308 744 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 35.1 44.1 43.2 32.9 41.2 40.6 47.9 20.8 15.6 48.7 14.3 12.3 Incr Delay (d2), s/veh 7.8 1.5 2.1 8.3 0.6 0.9 4.7 1.2 0.4 4.3 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 5.5 4.0 6.3 3.4 2.3 3.5 8.9 1.6 2.0 3.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.9 45.6 45.3 41.2 41.8 41.5 52.6 21.9 16.0 53.0 14.8 12.4 LnGrp LOS DDDDDDDCBDBB Approach Vol, veh/h 879 631 1907 1174 Approach Delay, s/veh 44.6 41.5 25.7 19.5 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.2 55.2 18.0 22.6 10.5 59.0 17.0 23.6 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 13.0 35.5 14.0 27.0 7.0 41.5 13.0 28.0 Max Q Clear Time (g_c+I1), s 10.0 13.4 15.1 14.4 6.5 26.3 16.0 9.8 Green Ext Time (p_c), s 0.3 4.0 0.0 1.8 0.0 6.3 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C 41 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Long Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)17 42 18 33 11 48 17 34 Maximum Split (%) 15.5% 38.2% 16.4% 30.0% 10.0% 43.6% 15.5% 30.9% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 15 4 7 4 15 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)67 84 16 34 67 78 16 33 End Time (s)84 16 34 67 78 16 33 67 Yield/Force Off (s)80 9.5 30 61 74 9.5 29 61 Yield/Force Off 170(s) 80 109.5 30 41 74 109.5 29 40 Local Start Time (s)51 68 0 18 51 62 0 17 Local Yield (s)64 103.5 14 45 58 103.5 13 45 Local Yield 170(s)64 93.5 14 25 58 93.5 13 24 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 16 (15%), Referenced to phase 2:SBT and 6:NBT, Start of Red Splits and Phases: 119: College (US 287) & Trilby 42 Queues 119: College (US 287) & Trilby Long Total AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 305 421 337 258 279 268 258 1537 184 147 984 111 v/c Ratio 0.74 0.65 0.74 0.74 0.42 0.64 0.61 0.69 0.25 0.48 0.48 0.14 Control Delay 38.6 45.6 22.9 38.8 39.7 18.7 51.9 27.9 8.9 50.2 30.8 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.6 45.6 22.9 38.8 39.7 18.7 51.9 27.9 8.9 50.2 30.8 7.9 Queue Length 50th (ft) 163 146 62 134 91 45 89 320 26 51 169 0 Queue Length 95th (ft) 218 183 160 182 121 124 132 405 77 86 302 52 Internal Link Dist (ft) 5168 305 1244 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 412 870 527 353 901 498 452 2224 748 307 2048 790 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.74 0.48 0.64 0.73 0.31 0.54 0.57 0.69 0.25 0.48 0.48 0.14 Intersection Summary 43 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 205 310 270 305 415 155 385 1440 225 255 1845 315 Future Volume (veh/h) 205 310 270 305 415 155 385 1440 225 255 1845 315 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 223 337 219 332 451 64 418 1565 129 277 2005 178 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 308 630 265 360 748 316 461 2321 720 365 2180 703 Arrive On Green 0.09 0.18 0.18 0.13 0.21 0.21 0.13 0.45 0.45 0.07 0.29 0.29 Sat Flow, veh/h 1781 3554 1497 1781 3554 1500 3456 5106 1584 3456 5106 1647 Grp Volume(v), veh/h 223 337 219 332 451 64 418 1565 129 277 2005 178 Grp Sat Flow(s),veh/h/ln 1781 1777 1497 1781 1777 1500 1728 1702 1584 1728 1702 1647 Q Serve(g_s), s 11.0 10.3 16.9 15.0 13.8 4.2 14.3 28.9 5.8 9.4 45.7 10.0 Cycle Q Clear(g_c), s 11.0 10.3 16.9 15.0 13.8 4.2 14.3 28.9 5.8 9.4 45.7 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 308 630 265 360 748 316 461 2321 720 365 2180 703 V/C Ratio(X) 0.72 0.54 0.83 0.92 0.60 0.20 0.91 0.67 0.18 0.76 0.92 0.25 Avail Cap(c_a), veh/h 308 770 324 360 888 375 461 2321 720 432 2180 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 38.5 44.9 47.6 38.1 42.8 39.1 51.3 25.7 19.4 54.2 40.8 28.1 Incr Delay (d2), s/veh 7.5 0.7 12.5 28.5 0.8 0.3 21.5 1.6 0.5 4.8 6.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 4.6 7.2 5.5 6.1 1.6 7.3 11.0 2.2 4.3 20.4 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.0 45.5 60.1 66.6 43.7 39.4 72.8 27.3 20.0 59.0 46.8 28.7 LnGrp LOS D D E E D D E C B E D C Approach Vol, veh/h 779 847 2112 2460 Approach Delay, s/veh 49.8 52.3 35.9 46.9 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 56.7 18.0 26.3 15.7 60.0 14.0 30.3 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 15.0 45.5 14.0 25.0 14.0 46.5 10.0 29.0 Max Q Clear Time (g_c+I1), s 16.3 47.7 17.0 18.9 11.4 30.9 13.0 15.8 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.2 6.5 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 44.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 44 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Long Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)19 52 18 31 18 53 14 35 Maximum Split (%) 15.8% 43.3% 15.0% 25.8% 15.0% 44.2% 11.7% 29.2% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 13.5 4 7 4 13.5 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)66.5 85.5 17.5 35.5 66.5 84.5 17.5 31.5 End Time (s)85.5 17.5 35.5 66.5 84.5 17.5 31.5 66.5 Yield/Force Off (s)81.5 11 31.5 60.5 80.5 11 27.5 60.5 Yield/Force Off 170(s) 81.5 1 31.5 40.5 80.5 1 27.5 39.5 Local Start Time (s) 55.5 74.5 6.5 24.5 55.5 73.5 6.5 20.5 Local Yield (s)70.5 0 20.5 49.5 69.5 0 16.5 49.5 Local Yield 170(s)70.5 110 20.5 29.5 69.5 110 16.5 28.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 119: College (US 287) & Trilby 45 Queues 119: College (US 287) & Trilby Long Total PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 223 337 293 332 451 168 418 1565 245 277 2005 342 v/c Ratio 0.84 0.62 0.71 1.01 0.69 0.43 0.76 0.68 0.31 0.65 0.94 0.38 Control Delay 60.3 51.8 19.7 87.8 50.5 9.0 58.0 28.5 10.1 54.6 40.6 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.3 51.8 19.7 87.8 50.5 9.0 58.0 28.5 10.1 54.6 40.6 6.8 Queue Length 50th (ft) 135 131 37 ~223 174 0 156 342 42 95 565 67 Queue Length 95th (ft) #207 167 127 #370 213 56 #260 443 110 146 #706 114 Internal Link Dist (ft) 5167 325 1294 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 265 741 480 329 855 464 551 2313 791 448 2128 890 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.84 0.45 0.61 1.01 0.53 0.36 0.76 0.68 0.31 0.62 0.94 0.38 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 46 HCM 6th TWSC 11: College (US 287) & Lorien Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 60 1865 20 25 1545 Future Vol, veh/h 0 60 1865 20 25 1545 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 350 350 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 63 1963 21 26 1626 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 982 0 0 1984 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 213 - - 127 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 213 - - 127 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 28.9 0 0.6 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 213 127 - HCM Lane V/C Ratio - - 0.297 0.207 - HCM Control Delay (s) - - 28.9 40.6 - HCM Lane LOS - - D E - HCM 95th %tile Q(veh) - - 1.2 0.7 - 47 HCM 6th TWSC 12: College (US 287) & Lorien Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 40 2080 55 80 2345 Future Vol, veh/h 0 40 2080 55 80 2345 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 350 350 - 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 0 44 2311 61 89 2606 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1156 0 0 2372 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 163 - - ~ 81 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 163 - - ~ 81 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 35.2 0 7.3 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 163 ~ 81 - HCM Lane V/C Ratio - - 0.273 1.097 - HCM Control Delay (s) - - 35.2 221.1 - HCM Lane LOS - - E F - HCM 95th %tile Q(veh) - - 1.1 6.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 48 HCM 6th TWSC 9: Debra & Trilby Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 650 35 10 665 80 35 Future Vol, veh/h 650 35 10 665 80 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 250 - 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 684 37 11 700 84 37 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 721 0 1056 342 Stage 1 - - - - 684 - Stage 2 - - - - 372 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 877 - 221 654 Stage 1 - - - - 462 - Stage 2 - - - - 667 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 877 - 218 654 Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 462 - Stage 2 - - - - 658 - Approach EB WB NB HCM Control Delay, s 0 0.1 28.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)273 - - 877 - HCM Lane V/C Ratio 0.443 - - 0.012 - HCM Control Delay (s) 28.3 - - 9.2 - HCM Lane LOS D - - A - HCM 95th %tile Q(veh) 2.1 - - 0 - 49 HCM 6th TWSC 2: Debra & Trilby Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 730 80 35 825 55 35 Future Vol, veh/h 730 80 35 825 55 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 200 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 793 87 38 897 60 38 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 880 0 1318 397 Stage 1 - - - - 793 - Stage 2 - - - - 525 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 764 - 149 602 Stage 1 - - - - 406 - Stage 2 - - - - 558 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 764 - 142 602 Mov Cap-2 Maneuver - - - - 142 - Stage 1 - - - - 406 - Stage 2 - - - - 530 - Approach EB WB NB HCM Control Delay, s 0 0.4 38.5 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)202 - - 764 - HCM Lane V/C Ratio 0.484 - - 0.05 - HCM Control Delay (s) 38.5 - - 10 - HCM Lane LOS E - - A - HCM 95th %tile Q(veh) 2.4 - - 0.2 - 50 HCM 6th TWSC 4: Trilby & Portner Long 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 15 735 10 10 650 20 40 0 25 10 0 15 Future Vol, veh/h 15 735 10 10 650 20 40 0 25 10 0 15 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 250 - 250 250 - - 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 16 774 11 11 684 21 42 0 26 11 0 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 705 0 0 785 0 0 1170 1533 387 1136 1534 353 Stage 1 ------806806-717717- Stage 2 ------364727-419817- 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 889 - - 829 - - 148 115 611 157 115 643 Stage 1 ------342393-387432- Stage 2 ------627427-582388- Platoon blocked, % - - - - Mov Cap-1 Maneuver 889 - - 829 - - 141 111 611 147 111 643 Mov Cap-2 Maneuver ------141111-147111- Stage 1 ------336386-380426- Stage 2 ------603421-547381- Approach EB WB NB SB HCM Control Delay, s 0.2 0.1 29.6 19 HCM LOS D C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)141 611 889 - - 829 - - 147 643 HCM Lane V/C Ratio 0.299 0.043 0.018 - - 0.013 - - 0.072 0.025 HCM Control Delay (s) 41.1 11.2 9.1 - - 9.4 - - 31.4 10.7 HCM Lane LOS E B A - - A - - D B HCM 95th %tile Q(veh) 1.2 0.1 0.1 - - 0 - - 0.2 0.1 51 HCM 6th TWSC 7: Trilby & Portner 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 10 715 35 30 740 20 25 0 20 35 0 20 Future Vol, veh/h 10 715 35 30 740 20 25 0 20 35 0 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 250 - 250 250 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 90 90 92 92 90 90 90 92 90 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 777 39 33 804 22 28 0 22 38 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 826 0 0 816 0 0 1267 1691 389 1292 1719 413 Stage 1 ------799799-881881- Stage 2 ------468892-411838- 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 800 - - 807 - - 126 92 610 120 89 588 Stage 1 ------345396-308363- Stage 2 ------545358-589380- Platoon blocked, % - - - - Mov Cap-1 Maneuver 800 - - 807 - - 116 87 610 111 84 588 Mov Cap-2 Maneuver ------11687-11184- Stage 1 ------340390-304348- Stage 2 ------503343-560375- Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 30.2 38.2 HCM LOS D E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)116 610 800 - - 807 - - 111 588 HCM Lane V/C Ratio 0.239 0.036 0.014 - - 0.041 - - 0.343 0.037 HCM Control Delay (s) 45.5 11.1 9.6 - - 9.7 - - 53.5 11.4 HCM Lane LOS E B A - - A - - F B HCM 95th %tile Q(veh) 0.9 0.1 0 - - 0.1 - - 1.4 0.1 52 HCM 6th TWSC 2: Autumn Ridge & Trilby Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 645 30 20 555 65 60 Future Vol, veh/h 645 30 20 555 65 60 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 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 679 32 21 584 68 63 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 711 0 1013 340 Stage 1 - - - - 679 - Stage 2 - - - - 334 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 884 - 235 656 Stage 1 - - - - 465 - Stage 2 - - - - 697 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 884 - 229 656 Mov Cap-2 Maneuver - - - - 229 - Stage 1 - - - - 465 - Stage 2 - - - - 680 - Approach EB WB NB HCM Control Delay, s 0 0.3 19.5 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)229 656 - - 884 - HCM Lane V/C Ratio 0.299 0.096 - - 0.024 - HCM Control Delay (s) 27.3 11.1 - - 9.2 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 1.2 0.3 - - 0.1 - 53 HCM 6th TWSC 9: Autumn Ridge & Trilby Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 665 85 50 725 50 40 Future Vol, veh/h 665 85 50 725 50 40 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 707 90 53 771 53 43 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 797 0 1199 354 Stage 1 - - - - 707 - Stage 2 - - - - 492 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 821 - 178 642 Stage 1 - - - - 450 - Stage 2 - - - - 580 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 821 - 166 642 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 450 - Stage 2 - - - - 542 - Approach EB WB NB HCM Control Delay, s 0 0.6 25.2 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)166 642 - - 821 - HCM Lane V/C Ratio 0.32 0.066 - - 0.065 - HCM Control Delay (s) 36.6 11 - - 9.7 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 1.3 0.2 - - 0.2 - 54 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 225 395 120 25 295 145 65 560 50 85 370 90 Future Volume (veh/h) 225 395 120 25 295 145 65 560 50 85 370 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 237 416 90 26 311 70 68 589 46 89 389 70 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 394 761 163 273 443 98 495 1492 116 452 1360 242 Arrive On Green 0.14 0.26 0.26 0.03 0.15 0.15 0.05 0.45 0.45 0.02 0.15 0.15 Sat Flow, veh/h 1781 2909 624 1781 2888 641 1781 3339 260 1781 3005 536 Grp Volume(v), veh/h 237 253 253 26 190 191 68 313 322 89 228 231 Grp Sat Flow(s),veh/h/ln 1781 1777 1756 1781 1777 1752 1781 1777 1823 1781 1777 1764 Q Serve(g_s), s 8.3 9.8 10.0 1.0 8.1 8.3 1.6 9.5 9.5 2.1 9.1 9.3 Cycle Q Clear(g_c), s 8.3 9.8 10.0 1.0 8.1 8.3 1.6 9.5 9.5 2.1 9.1 9.3 Prop In Lane 1.00 0.36 1.00 0.37 1.00 0.14 1.00 0.30 Lane Grp Cap(c), veh/h 394 465 459 273 272 269 495 794 814 452 804 799 V/C Ratio(X) 0.60 0.54 0.55 0.10 0.70 0.71 0.14 0.39 0.40 0.20 0.28 0.29 Avail Cap(c_a), veh/h 429 511 505 390 400 394 604 794 814 550 804 799 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 22.1 25.4 25.5 26.8 32.1 32.2 11.0 14.9 14.9 11.4 22.5 22.6 Incr Delay (d2), s/veh 2.0 1.0 1.0 0.1 3.2 3.5 0.1 1.5 1.4 0.2 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.0 4.0 0.4 3.5 3.6 0.6 3.7 3.8 0.8 4.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.2 26.4 26.5 26.9 35.3 35.7 11.1 16.3 16.3 11.7 23.4 23.5 LnGrp LOS CCCCDD BBBBCC Approach Vol, veh/h 743 407 703 548 Approach Delay, s/veh 25.8 34.9 15.8 21.5 Approach LOS C C B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 41.2 5.8 25.9 7.6 40.7 14.4 17.3 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s 8.0 23.0 7.0 22.0 8.0 * 24 12.0 17.0 Max Q Clear Time (g_c+I1), s 3.6 11.3 3.0 12.0 4.1 11.5 10.3 10.3 Green Ext Time (p_c), s 0.0 1.2 0.0 1.2 0.1 1.7 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 23.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 55 Timing Report, Sorted By Phase 148: Lemay & Trilby Long Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)12 29 11 28 12 29 16 23 Maximum Split (%) 15.0% 36.3% 13.8% 35.0% 15.0% 36.3% 20.0% 28.8% Minimum Split (s)11 28 11 28 11 27.5 11 29 Yellow Time (s)3 4.5 3 4 3 4.5 3 4.5 All-Red Time (s)1 1.5 121111.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)76 8 37 48 76 8 37 53 End Time (s)8 37 48 76 8 37 53 76 Yield/Force Off (s)4 31 44 70 4 31.5 49 70 Yield/Force Off 170(s) 4 16 44 55 4 16.5 49 54 Local Start Time (s)45 57 6 17 45 57 6 22 Local Yield (s)53 0 13 39 53 0.5 18 39 Local Yield 170(s)53 65 13 24 53 65.5 18 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 31 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 56 Queues 148: Lemay & Trilby Long Total AM Synchro 11 Light Report Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 237 542 26 464 68 642 89 484 v/c Ratio 0.57 0.49 0.08 0.67 0.15 0.49 0.23 0.38 Control Delay 21.3 21.6 13.9 28.4 11.8 21.9 8.8 16.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.3 21.6 13.9 28.4 11.8 21.9 8.8 16.1 Queue Length 50th (ft) 77 90 7 88 17 131 22 87 Queue Length 95th (ft) 122 158 20 133 39 196 25 141 Internal Link Dist (ft) 1637 3262 2562 2304 Turn Bay Length (ft) 375 150 175 250 Base Capacity (vph) 423 1115 343 808 476 1297 393 1281 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.56 0.49 0.08 0.57 0.14 0.49 0.23 0.38 Intersection Summary 57 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 215 395 130 70 490 155 125 495 40 195 735 295 Future Volume (veh/h) 215 395 130 70 490 155 125 495 40 195 735 295 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 234 429 98 76 533 126 136 538 35 212 799 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 312 789 179 323 665 157 343 1241 81 475 1010 336 Arrive On Green 0.10 0.27 0.27 0.06 0.23 0.23 0.08 0.37 0.37 0.20 0.77 0.77 Sat Flow, veh/h 1781 2877 652 1781 2854 672 1781 3383 220 1781 2614 870 Grp Volume(v), veh/h 234 264 263 76 331 328 136 282 291 212 543 522 Grp Sat Flow(s),veh/h/ln 1781 1777 1752 1781 1777 1748 1781 1777 1826 1781 1777 1707 Q Serve(g_s), s 7.8 10.1 10.3 2.5 14.0 14.2 3.7 9.6 9.6 5.8 14.3 14.3 Cycle Q Clear(g_c), s 7.8 10.1 10.3 2.5 14.0 14.2 3.7 9.6 9.6 5.8 14.3 14.3 Prop In Lane 1.00 0.37 1.00 0.38 1.00 0.12 1.00 0.51 Lane Grp Cap(c), veh/h 312 487 481 323 414 408 343 652 670 475 687 660 V/C Ratio(X) 0.75 0.54 0.55 0.24 0.80 0.80 0.40 0.43 0.43 0.45 0.79 0.79 Avail Cap(c_a), veh/h 312 533 526 396 533 525 378 652 670 475 687 660 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 21.2 24.7 24.8 21.3 28.9 28.9 14.6 19.1 19.1 11.9 7.2 7.2 Incr Delay (d2), s/veh 9.8 0.9 1.0 0.4 6.5 6.9 0.7 2.1 2.0 0.6 8.0 8.4 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 3.8 4.1 4.1 1.0 6.3 6.3 1.4 4.0 4.1 1.8 3.9 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 25.7 25.8 21.6 35.4 35.9 15.3 21.2 21.1 12.5 15.2 15.5 LnGrp LOS CCCCDDBCCBBB Approach Vol, veh/h 761 735 709 1277 Approach Delay, s/veh 27.3 34.2 20.0 14.9 Approach LOS C C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 35.9 7.7 26.9 11.0 34.3 11.0 23.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 5.7 16.3 4.5 12.3 7.8 11.6 9.8 16.2 Green Ext Time (p_c), s 0.0 2.4 0.0 1.3 0.0 1.5 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C 58 Timing Report, Sorted By Phase 148: Lemay & Trilby Long Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)11 29 11 29 11 29 11 29 Maximum Split (%) 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% Minimum Split (s)11 28 11 28.5 11 28 11 29 Yellow Time (s)3 4.5 3 4.5 3 4.5 3 4.5 All-Red Time (s)1 1.5 1 1.5 1 1.5 1 1.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)0 11 40 51 0 11 40 51 End Time (s)11 40 51 0 11 40 51 0 Yield/Force Off (s)7 34 47 74 7 34 47 74 Yield/Force Off 170(s) 7 19 47 59 7 19 47 58 Local Start Time (s)46 57 6 17 46 57 6 17 Local Yield (s)53 0 13 40 53 0 13 40 Local Yield 170(s)53 65 13 25 53 65 13 24 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 34 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 59 Queues 148: Lemay & Trilby Long Total PM Synchro 11 Light Report Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 234 570 76 701 136 581 212 1120 v/c Ratio 0.81 0.56 0.22 0.77 0.49 0.53 0.54 1.00 Control Delay 39.4 24.1 14.4 30.8 18.2 24.5 19.1 50.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.4 24.1 14.4 30.8 18.2 24.5 19.1 50.4 Queue Length 50th (ft) 73 116 22 154 36 125 36 ~322 Queue Length 95th (ft) #158 162 44 209 71 176 115 #427 Internal Link Dist (ft) 1636 1591 2561 2308 Turn Bay Length (ft) 375 150 175 250 Base Capacity (vph) 288 1057 349 1024 283 1094 393 1123 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.81 0.54 0.22 0.68 0.48 0.53 0.54 1.00 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. 60 APPENDIX F 61 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 248 340 233 128 234 227 183 1316 106 123 776 90 Future Volume (veh/h) 248 340 233 128 234 227 183 1316 106 123 776 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 256 351 59 132 241 100 189 1357 48 127 800 30 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 305 406 330 230 389 311 281 1769 788 216 1703 788 Arrive On Green 0.08 0.22 0.22 0.07 0.21 0.21 0.08 0.50 0.50 0.04 0.32 0.32 Sat Flow, veh/h 1781 1870 1520 1781 1870 1495 3456 3554 1582 3456 3554 1645 Grp Volume(v), veh/h 256 351 59 132 241 100 189 1357 48 127 800 30 Grp Sat Flow(s),veh/h/ln 1781 1870 1520 1781 1870 1495 1728 1777 1582 1728 1777 1645 Q Serve(g_s), s 9.0 19.9 3.5 6.3 12.9 6.2 5.8 34.1 1.7 4.0 19.8 1.4 Cycle Q Clear(g_c), s 9.0 19.9 3.5 6.3 12.9 6.2 5.8 34.1 1.7 4.0 19.8 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 305 406 330 230 389 311 281 1769 788 216 1703 788 V/C Ratio(X) 0.84 0.87 0.18 0.57 0.62 0.32 0.67 0.77 0.06 0.59 0.47 0.04 Avail Cap(c_a), veh/h 305 510 414 230 493 394 346 1769 788 251 1703 788 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 37.6 41.5 35.1 32.6 39.6 37.0 49.1 22.4 14.3 51.3 26.2 19.9 Incr Delay (d2), s/veh 14.2 9.3 0.2 3.4 1.6 0.6 3.7 3.2 0.1 2.5 0.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 10.1 1.3 2.9 6.0 2.3 2.5 13.2 0.6 1.7 8.7 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.8 50.9 35.3 36.1 41.2 37.6 52.8 25.7 14.4 53.8 27.1 20.0 LnGrp LOS DDDDDDDCBDCC Approach Vol, veh/h 666 473 1594 957 Approach Delay, s/veh 49.8 39.0 28.6 30.4 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 58.2 11.0 28.9 9.9 60.3 12.0 27.9 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 10.0 43.5 7.0 29.0 7.0 46.5 8.0 28.0 Max Q Clear Time (g_c+I1), s 7.8 21.8 8.3 21.9 6.0 36.1 11.0 14.9 Green Ext Time (p_c), s 0.1 3.1 0.0 0.8 0.0 4.4 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 34.2 HCM 6th LOS C 62 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Short Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)14 50 11 35 11 53 12 34 Maximum Split (%) 12.7% 45.5% 10.0% 31.8% 10.0% 48.2% 10.9% 30.9% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 15 4 7 4 15 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)62 76 16 27 62 73 16 28 End Time (s)76 16 27 62 73 16 28 62 Yield/Force Off (s)72 9.5 23 56 69 9.5 24 56 Yield/Force Off 170(s) 72 109.5 23 36 69 109.5 24 35 Local Start Time (s)46 60 0 11 46 57 0 12 Local Yield (s)56 103.5 7 40 53 103.5 8 40 Local Yield 170(s)56 93.5 7 20 53 93.5 8 19 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 16 (15%), Referenced to phase 2:SBT and 6:NBT, Start of Red Splits and Phases: 119: College (US 287) & Trilby 63 Queues 119: College (US 287) & Trilby Short Total AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 256 351 240 132 241 234 189 1357 109 127 800 93 v/c Ratio 0.79 0.82 0.48 0.57 0.58 0.53 0.56 0.83 0.14 0.47 0.51 0.11 Control Delay 46.9 55.2 8.1 34.5 43.2 15.4 53.8 32.6 4.1 50.2 30.5 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.9 55.2 8.1 34.5 43.2 15.4 53.8 32.6 4.1 50.2 30.5 10.6 Queue Length 50th (ft) 133 232 4 63 150 37 65 454 0 44 191 0 Queue Length 95th (ft) #214 331 66 105 225 110 104 #563 32 77 373 64 Internal Link Dist (ft) 5168 305 1264 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 323 491 542 230 474 480 352 1627 773 272 1555 826 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.79 0.71 0.44 0.57 0.51 0.49 0.54 0.83 0.14 0.47 0.51 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 64 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 171 264 165 177 369 135 278 1246 123 230 1575 278 Future Volume (veh/h) 171 264 165 177 369 135 278 1246 123 230 1575 278 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 186 287 27 192 401 24 302 1354 75 250 1712 148 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 217 421 337 298 436 350 346 1631 727 329 1614 748 Arrive On Green 0.08 0.22 0.22 0.08 0.23 0.23 0.10 0.46 0.46 0.13 0.60 0.60 Sat Flow, veh/h 1781 1870 1498 1781 1870 1500 3456 3554 1584 3456 3554 1647 Grp Volume(v), veh/h 186 287 27 192 401 24 302 1354 75 250 1712 148 Grp Sat Flow(s),veh/h/ln 1781 1870 1498 1781 1870 1500 1728 1777 1584 1728 1777 1647 Q Serve(g_s), s 9.0 16.9 1.7 10.0 25.1 1.5 10.3 40.0 3.2 8.4 54.5 4.8 Cycle Q Clear(g_c), s 9.0 16.9 1.7 10.0 25.1 1.5 10.3 40.0 3.2 8.4 54.5 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 421 337 298 436 350 346 1631 727 329 1614 748 V/C Ratio(X) 0.86 0.68 0.08 0.64 0.92 0.07 0.87 0.83 0.10 0.76 1.06 0.20 Avail Cap(c_a), veh/h 217 421 337 298 436 350 346 1631 727 346 1614 748 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 37.2 42.6 36.7 33.7 44.9 35.8 53.3 28.4 18.4 51.1 23.8 13.9 Incr Delay (d2), s/veh 25.6 4.1 0.1 4.7 24.4 0.1 21.1 5.1 0.3 6.8 37.8 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 8.2 0.6 4.7 14.4 0.6 5.3 16.5 1.2 3.7 24.5 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.8 46.7 36.8 38.3 69.3 35.9 74.4 33.5 18.7 57.8 61.5 14.4 LnGrp LOS E D D D E D E C B E F B Approach Vol, veh/h 500 617 1731 2110 Approach Delay, s/veh 52.1 58.4 40.0 57.8 Approach LOS D E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 60.0 13.0 32.0 14.4 60.6 12.0 33.0 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 11.0 53.5 9.0 26.0 11.0 53.5 8.0 27.0 Max Q Clear Time (g_c+I1), s 12.3 56.5 12.0 18.9 10.4 42.0 11.0 27.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 4.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 51.1 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 65 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Short Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)15 60 13 32 15 60 12 33 Maximum Split (%) 12.5% 50.0% 10.8% 26.7% 12.5% 50.0% 10.0% 27.5% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 13.5 4 7 4 13.5 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)62.5 77.5 17.5 30.5 62.5 77.5 17.5 29.5 End Time (s)77.5 17.5 30.5 62.5 77.5 17.5 29.5 62.5 Yield/Force Off (s)73.5 11 26.5 56.5 73.5 11 25.5 56.5 Yield/Force Off 170(s) 73.5 1 26.5 36.5 73.5 1 25.5 35.5 Local Start Time (s) 51.5 66.5 6.5 19.5 51.5 66.5 6.5 18.5 Local Yield (s)62.5 0 15.5 45.5 62.5 0 14.5 45.5 Local Yield 170(s)62.5 110 15.5 25.5 62.5 110 14.5 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 130 Offset: 11 (9%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 119: College (US 287) & Trilby 66 Queues 119: College (US 287) & Trilby Short Total PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 186 287 179 192 401 147 302 1354 134 250 1712 302 v/c Ratio 0.97 0.71 0.40 0.69 0.95 0.34 0.88 0.84 0.18 0.74 1.07 0.32 Control Delay 90.5 53.7 8.4 43.9 79.9 8.3 79.6 34.8 6.7 64.0 70.3 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 90.5 53.7 8.4 43.9 79.9 8.3 79.6 34.8 6.7 64.0 70.3 5.1 Queue Length 50th (ft) 104 206 0 108 308 0 121 476 14 90 ~782 61 Queue Length 95th (ft) #242 307 59 #178 #504 53 #200 577 51 #148 #926 72 Internal Link Dist (ft) 5167 325 1264 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 192 405 442 277 420 428 343 1611 765 343 1607 931 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.97 0.71 0.40 0.69 0.95 0.34 0.88 0.84 0.18 0.73 1.07 0.32 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. 67 HCM 6th TWSC 11: College (US 287) & Lorien Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 50 1582 12 18 1257 Future Vol, veh/h 0 50 1582 12 18 1257 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 250 250 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 0 59 1861 14 21 1479 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 931 0 0 1875 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 - - 4.14 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 - - 2.22 - Pot Cap-1 Maneuver 0 268 - - 317 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 268 - - 317 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 22.2 0 0.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 268 317 - HCM Lane V/C Ratio - - 0.219 0.067 - HCM Control Delay (s) - - 22.2 17.2 - HCM Lane LOS - - C C - HCM 95th %tile Q(veh) - - 0.8 0.2 - 68 HCM 6th TWSC 5: College (US 287) & Lorien Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 31 1646 47 68 1862 Future Vol, veh/h 0 31 1646 47 68 1862 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 250 250 - 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 0 34 1829 52 76 2069 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 915 0 0 1881 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 - - 4.14 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 - - 2.22 - Pot Cap-1 Maneuver 0 275 - - 315 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 275 - - 315 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 20 0 0.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 275 315 - HCM Lane V/C Ratio - - 0.125 0.24 - HCM Control Delay (s) - - 20 20 - HCM Lane LOS - - C C - HCM 95th %tile Q(veh) - - 0.4 0.9 - 69 HCM 6th TWSC 9: Debra & Trilby Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 512 26 4 499 71 28 Future Vol, veh/h 512 26 4 499 71 28 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 22222 Mvmt Flow 582 30 5 567 81 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 612 0 1159 582 Stage 1 - - - - 582 - Stage 2 - - - - 577 - 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 - - 967 - 216 513 Stage 1 - - - - 559 - Stage 2 - - - - 562 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 967 - 214 513 Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 559 - Stage 2 - - - - 558 - Approach EB WB NB HCM Control Delay, s 0 0.1 29.6 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)256 - - 967 - HCM Lane V/C Ratio 0.439 - - 0.005 - HCM Control Delay (s) 29.6 - - 8.7 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 2.1 - - 0 - 70 HCM 6th TWSC 2: Debra & Trilby Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 509 72 29 637 51 28 Future Vol, veh/h 509 72 29 637 51 28 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 553 78 32 692 55 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 631 0 1309 553 Stage 1 - - - - 553 - Stage 2 - - - - 756 - 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 - - 951 - 176 533 Stage 1 - - - - 576 - Stage 2 - - - - 464 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 951 - 166 533 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 576 - Stage 2 - - - - 438 - Approach EB WB NB HCM Control Delay, s 0 0.4 31.5 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)220 - - 951 - HCM Lane V/C Ratio 0.39 - - 0.033 - HCM Control Delay (s) 31.5 - - 8.9 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 1.7 - - 0.1 - 71 HCM 6th TWSC 2: Autumn Ridge & Trilby Short Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 504 24 15 389 59 56 Future Vol, veh/h 504 24 15 389 59 56 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 22222 Mvmt Flow 586 28 17 452 69 65 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 614 0 1072 586 Stage 1 - - - - 586 - Stage 2 - - - - 486 - 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 - - 965 - 244 510 Stage 1 - - - - 556 - Stage 2 - - - - 618 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 965 - 240 510 Mov Cap-2 Maneuver - - - - 240 - Stage 1 - - - - 556 - Stage 2 - - - - 607 - Approach EB WB NB HCM Control Delay, s 0 0.3 19.7 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)240 510 - - 965 - HCM Lane V/C Ratio 0.286 0.128 - - 0.018 - HCM Control Delay (s) 25.9 13.1 - - 8.8 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 1.1 0.4 - - 0.1 - 72 HCM 6th TWSC 9: Autumn Ridge & Trilby Short Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 441 81 45 531 46 33 Future Vol, veh/h 441 81 45 531 46 33 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 469 86 48 565 49 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 555 0 1130 469 Stage 1 - - - - 469 - Stage 2 - - - - 661 - 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 - - 1015 - 225 594 Stage 1 - - - - 630 - Stage 2 - - - - 514 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1015 - 214 594 Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 630 - Stage 2 - - - - 490 - Approach EB WB NB HCM Control Delay, s 0 0.7 20.3 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)214 594 - - 1015 - HCM Lane V/C Ratio 0.229 0.059 - - 0.047 - HCM Control Delay (s) 26.7 11.4 - - 8.7 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 0.9 0.2 - - 0.1 - 73 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 180 318 95 19 235 114 53 448 40 69 296 70 Future Volume (veh/h) 180 318 95 19 235 114 53 448 40 69 296 70 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 212 374 14 22 276 10 62 527 39 81 348 57 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 365 525 444 247 345 291 507 1452 107 463 1334 216 Arrive On Green 0.13 0.28 0.28 0.03 0.18 0.18 0.05 0.43 0.43 0.02 0.14 0.14 Sat Flow, veh/h 1781 1870 1582 1781 1870 1580 1781 3354 248 1781 3049 494 Grp Volume(v), veh/h 212 374 14 22 276 10 62 279 287 81 201 204 Grp Sat Flow(s),veh/h/ln 1781 1870 1582 1781 1870 1580 1781 1777 1825 1781 1777 1766 Q Serve(g_s), s 7.2 14.4 0.5 0.8 11.3 0.4 1.5 8.4 8.5 2.0 8.0 8.2 Cycle Q Clear(g_c), s 7.2 14.4 0.5 0.8 11.3 0.4 1.5 8.4 8.5 2.0 8.0 8.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.28 Lane Grp Cap(c), veh/h 365 525 444 247 345 291 507 769 790 463 778 773 V/C Ratio(X) 0.58 0.71 0.03 0.09 0.80 0.03 0.12 0.36 0.36 0.17 0.26 0.26 Avail Cap(c_a), veh/h 427 538 455 368 421 355 618 769 790 566 778 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 21.3 25.9 20.9 25.2 31.2 26.8 11.5 15.2 15.3 12.0 22.7 22.8 Incr Delay (d2), s/veh 1.5 4.3 0.0 0.2 8.8 0.0 0.1 1.3 1.3 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 2.9 6.5 0.2 0.3 5.6 0.2 0.5 3.3 3.4 0.7 3.6 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.8 30.2 20.9 25.3 40.0 26.8 11.6 16.6 16.6 12.1 23.5 23.6 LnGrp LOS CCCCDC BBBBCC Approach Vol, veh/h 600 308 628 486 Approach Delay, s/veh 27.3 38.5 16.1 21.6 Approach LOS C D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.0 40.0 5.5 27.5 7.4 39.6 13.2 19.8 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s 8.0 23.0 7.0 22.0 8.0 * 24 12.0 17.0 Max Q Clear Time (g_c+I1), s 3.5 10.2 2.8 16.4 4.0 10.5 9.2 13.3 Green Ext Time (p_c), s 0.0 1.0 0.0 0.6 0.1 1.5 0.2 0.3 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 74 Timing Report, Sorted By Phase 148: Lemay & Trilby Short Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)12 29 11 28 12 29 16 23 Maximum Split (%) 15.0% 36.3% 13.8% 35.0% 15.0% 36.3% 20.0% 28.8% Minimum Split (s)11 28 11 28 11 27.5 11 29 Yellow Time (s)3 4.5 3 4 3 4.5 3 4.5 All-Red Time (s)1 1.5 121111.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)76 8 37 48 76 8 37 53 End Time (s)8 37 48 76 8 37 53 76 Yield/Force Off (s)4 31 44 70 4 31.5 49 70 Yield/Force Off 170(s) 4 16 44 55 4 16.5 49 54 Local Start Time (s)45 57 6 17 45 57 6 22 Local Yield (s)53 0 13 39 53 0.5 18 39 Local Yield 170(s)53 65 13 24 53 65.5 18 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 31 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 75 Queues 148: Lemay & Trilby Short Total AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 212 374 112 22 276 134 62 574 81 430 v/c Ratio 0.48 0.61 0.18 0.06 0.75 0.29 0.13 0.46 0.21 0.35 Control Delay 18.4 27.9 2.6 13.3 43.0 2.6 12.2 21.9 8.0 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.4 27.9 2.6 13.3 43.0 2.6 12.2 21.9 8.0 15.2 Queue Length 50th (ft) 64 131 0 6 127 0 16 121 21 80 Queue Length 95th (ft) 102 245 16 17 194 7 34 160 18 116 Internal Link Dist (ft) 1637 3262 2562 2304 Turn Bay Length (ft) 375 375 150 100 175 250 Base Capacity (vph) 454 616 632 390 405 491 491 1255 409 1235 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.47 0.61 0.18 0.06 0.68 0.27 0.13 0.46 0.20 0.35 Intersection Summary 76 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 172 319 102 54 394 125 102 397 30 156 589 237 Future Volume (veh/h) 172 319 102 54 394 125 102 397 30 156 589 237 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 187 347 12 59 428 16 111 432 25 170 640 208 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 311 588 498 339 493 417 371 1166 67 487 959 311 Arrive On Green 0.10 0.31 0.31 0.05 0.26 0.26 0.07 0.34 0.34 0.19 0.73 0.73 Sat Flow, veh/h 1781 1870 1584 1781 1870 1583 1781 3408 197 1781 2629 854 Grp Volume(v), veh/h 187 347 12 59 428 16 111 225 232 170 432 416 Grp Sat Flow(s),veh/h/ln 1781 1870 1584 1781 1870 1583 1781 1777 1827 1781 1777 1706 Q Serve(g_s), s 5.7 12.5 0.4 1.9 17.5 0.6 3.1 7.6 7.7 4.7 10.3 10.3 Cycle Q Clear(g_c), s 5.7 12.5 0.4 1.9 17.5 0.6 3.1 7.6 7.7 4.7 10.3 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.50 Lane Grp Cap(c), veh/h 311 588 498 339 493 417 371 608 625 487 648 622 V/C Ratio(X) 0.60 0.59 0.02 0.17 0.87 0.04 0.30 0.37 0.37 0.35 0.67 0.67 Avail Cap(c_a), veh/h 311 588 498 430 561 475 421 608 625 497 648 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 19.6 23.1 18.9 20.0 28.1 21.9 15.2 19.8 19.8 12.6 8.3 8.3 Incr Delay (d2), s/veh 3.2 1.6 0.0 0.2 12.5 0.0 0.4 1.7 1.7 0.4 4.7 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 5.3 0.1 0.7 8.9 0.2 1.2 3.2 3.3 1.5 3.1 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 24.6 19.0 20.3 40.6 21.9 15.7 21.5 21.5 13.0 13.0 13.2 LnGrp LOS C C B C D C B C C B B B Approach Vol, veh/h 546 503 568 1018 Approach Delay, s/veh 23.9 37.6 20.4 13.1 Approach LOS C D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.7 34.2 6.9 30.2 10.5 32.4 11.0 26.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 5.1 12.3 3.9 14.5 6.7 9.7 7.7 19.5 Green Ext Time (p_c), s 0.0 2.4 0.0 0.8 0.0 1.2 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 21.6 HCM 6th LOS C 77 Timing Report, Sorted By Phase 148: Lemay & Trilby Short Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)11 29 11 29 11 29 11 29 Maximum Split (%) 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% Minimum Split (s)11 28 11 28.5 11 28 11 29 Yellow Time (s)3 4.5 3 4.5 3 4.5 3 4.5 All-Red Time (s)1 1.5 1 1.5 1 1.5 1 1.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)0 11 40 51 0 11 40 51 End Time (s)11 40 51 0 11 40 51 0 Yield/Force Off (s)7 34 47 74 7 34 47 74 Yield/Force Off 170(s) 7 19 47 59 7 19 47 58 Local Start Time (s)46 57 6 17 46 57 6 17 Local Yield (s)53 0 13 40 53 0 13 40 Local Yield 170(s)53 65 13 25 53 65 13 24 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 34 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 78 Queues 148: Lemay & Trilby Short Total PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 187 347 111 59 428 136 111 465 170 898 v/c Ratio 0.61 0.57 0.18 0.15 0.85 0.26 0.41 0.43 0.41 0.77 Control Delay 22.6 27.3 2.5 13.1 43.8 4.7 17.1 23.2 14.9 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.6 27.3 2.5 13.1 43.8 4.7 17.1 23.2 14.9 23.6 Queue Length 50th (ft) 54 149 0 16 195 0 31 96 25 191 Queue Length 95th (ft) 94 239 19 36 #338 33 60 140 82 #200 Internal Link Dist (ft) 1636 1591 2561 2308 Turn Bay Length (ft) 375 375 150 100 175 250 Base Capacity (vph) 309 605 631 414 540 542 275 1073 418 1170 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.61 0.57 0.18 0.14 0.79 0.25 0.40 0.43 0.41 0.77 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 79 APPENDIX G 80 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 290 400 320 245 265 255 245 1460 175 140 935 105 Future Volume (veh/h) 290 400 320 245 265 255 245 1460 175 140 935 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 305 421 153 258 279 94 258 1537 112 147 984 43 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 391 567 242 347 600 252 353 2483 768 234 2308 744 Arrive On Green 0.13 0.16 0.16 0.14 0.17 0.17 0.10 0.49 0.49 0.09 0.60 0.60 Sat Flow, veh/h 1781 3554 1519 1781 3554 1493 3456 5106 1580 3456 5106 1645 Grp Volume(v), veh/h 305 421 153 258 279 94 258 1537 112 147 984 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1519 1781 1777 1493 1728 1702 1580 1728 1702 1645 Q Serve(g_s), s 14.0 12.4 10.4 13.1 7.8 6.1 8.0 24.3 4.3 4.5 11.4 1.2 Cycle Q Clear(g_c), s 14.0 12.4 10.4 13.1 7.8 6.1 8.0 24.3 4.3 4.5 11.4 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 391 567 242 347 600 252 353 2483 768 234 2308 744 V/C Ratio(X) 0.78 0.74 0.63 0.74 0.47 0.37 0.73 0.62 0.15 0.63 0.43 0.06 Avail Cap(c_a), veh/h 391 905 387 347 937 394 440 2483 768 251 2308 744 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 35.1 44.1 43.2 32.9 41.2 40.6 47.9 20.8 15.6 48.7 14.3 12.3 Incr Delay (d2), s/veh 7.8 1.5 2.1 8.3 0.6 0.9 4.7 1.2 0.4 4.3 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 5.5 4.0 6.3 3.4 2.3 3.5 8.9 1.6 2.0 3.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.9 45.6 45.3 41.2 41.8 41.5 52.6 21.9 16.0 53.0 14.8 12.4 LnGrp LOS DDDDDDDCBDBB Approach Vol, veh/h 879 631 1907 1174 Approach Delay, s/veh 44.6 41.5 25.7 19.5 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.2 55.2 18.0 22.6 10.5 59.0 17.0 23.6 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 13.0 35.5 14.0 27.0 7.0 41.5 13.0 28.0 Max Q Clear Time (g_c+I1), s 10.0 13.4 15.1 14.4 6.5 26.3 16.0 9.8 Green Ext Time (p_c), s 0.3 4.0 0.0 1.8 0.0 6.3 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C 81 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Long Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)17 42 18 33 11 48 17 34 Maximum Split (%) 15.5% 38.2% 16.4% 30.0% 10.0% 43.6% 15.5% 30.9% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 15 4 7 4 15 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)67 84 16 34 67 78 16 33 End Time (s)84 16 34 67 78 16 33 67 Yield/Force Off (s)80 9.5 30 61 74 9.5 29 61 Yield/Force Off 170(s) 80 109.5 30 41 74 109.5 29 40 Local Start Time (s)51 68 0 18 51 62 0 17 Local Yield (s)64 103.5 14 45 58 103.5 13 45 Local Yield 170(s)64 93.5 14 25 58 93.5 13 24 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 16 (15%), Referenced to phase 2:SBT and 6:NBT, Start of Red Splits and Phases: 119: College (US 287) & Trilby 82 Queues 119: College (US 287) & Trilby Long Total AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 305 421 337 258 279 268 258 1537 184 147 984 111 v/c Ratio 0.74 0.65 0.74 0.74 0.42 0.64 0.61 0.69 0.25 0.48 0.48 0.14 Control Delay 38.6 45.6 22.9 38.8 39.7 18.7 51.9 27.9 8.9 50.2 30.8 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.6 45.6 22.9 38.8 39.7 18.7 51.9 27.9 8.9 50.2 30.8 7.9 Queue Length 50th (ft) 163 146 62 134 91 45 89 320 26 51 169 0 Queue Length 95th (ft) 218 183 160 182 121 124 132 405 77 86 302 52 Internal Link Dist (ft) 5168 305 1244 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 412 870 527 353 901 498 452 2224 748 307 2048 790 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.74 0.48 0.64 0.73 0.31 0.54 0.57 0.69 0.25 0.48 0.48 0.14 Intersection Summary 83 HCM 6th Signalized Intersection Summary 119: College (US 287) & Trilby 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) 205 310 270 305 415 155 385 1440 225 255 1845 315 Future Volume (veh/h) 205 310 270 305 415 155 385 1440 225 255 1845 315 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 1870 1870 1870 1870 1870 1945 Adj Flow Rate, veh/h 223 337 219 332 451 64 418 1565 129 277 2005 178 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 308 630 265 360 748 316 461 2321 720 365 2180 703 Arrive On Green 0.09 0.18 0.18 0.13 0.21 0.21 0.13 0.45 0.45 0.07 0.29 0.29 Sat Flow, veh/h 1781 3554 1497 1781 3554 1500 3456 5106 1584 3456 5106 1647 Grp Volume(v), veh/h 223 337 219 332 451 64 418 1565 129 277 2005 178 Grp Sat Flow(s),veh/h/ln 1781 1777 1497 1781 1777 1500 1728 1702 1584 1728 1702 1647 Q Serve(g_s), s 11.0 10.3 16.9 15.0 13.8 4.2 14.3 28.9 5.8 9.4 45.7 10.0 Cycle Q Clear(g_c), s 11.0 10.3 16.9 15.0 13.8 4.2 14.3 28.9 5.8 9.4 45.7 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 308 630 265 360 748 316 461 2321 720 365 2180 703 V/C Ratio(X) 0.72 0.54 0.83 0.92 0.60 0.20 0.91 0.67 0.18 0.76 0.92 0.25 Avail Cap(c_a), veh/h 308 770 324 360 888 375 461 2321 720 432 2180 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 38.5 44.9 47.6 38.1 42.8 39.1 51.3 25.7 19.4 54.2 40.8 28.1 Incr Delay (d2), s/veh 7.5 0.7 12.5 28.5 0.8 0.3 21.5 1.6 0.5 4.8 6.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 4.6 7.2 5.5 6.1 1.6 7.3 11.0 2.2 4.3 20.4 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.0 45.5 60.1 66.6 43.7 39.4 72.8 27.3 20.0 59.0 46.8 28.7 LnGrp LOS D D E E D D E C B E D C Approach Vol, veh/h 779 847 2112 2460 Approach Delay, s/veh 49.8 52.3 35.9 46.9 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 56.7 18.0 26.3 15.7 60.0 14.0 30.3 Change Period (Y+Rc), s 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 15.0 45.5 14.0 25.0 14.0 46.5 10.0 29.0 Max Q Clear Time (g_c+I1), s 16.3 47.7 17.0 18.9 11.4 30.9 13.0 15.8 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.2 6.5 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 44.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 84 Timing Report, Sorted By Phase 119: College (US 287) & Trilby Long Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)19 52 18 31 18 53 14 35 Maximum Split (%) 15.8% 43.3% 15.0% 25.8% 15.0% 44.2% 11.7% 29.2% Minimum Split (s)11 23.5 11 33 11 23.5 11 34 Yellow Time (s)3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)4 13.5 4 7 4 13.5 4 7 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)10 20 10 21 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)66.5 85.5 17.5 35.5 66.5 84.5 17.5 31.5 End Time (s)85.5 17.5 35.5 66.5 84.5 17.5 31.5 66.5 Yield/Force Off (s)81.5 11 31.5 60.5 80.5 11 27.5 60.5 Yield/Force Off 170(s) 81.5 1 31.5 40.5 80.5 1 27.5 39.5 Local Start Time (s) 55.5 74.5 6.5 24.5 55.5 73.5 6.5 20.5 Local Yield (s)70.5 0 20.5 49.5 69.5 0 16.5 49.5 Local Yield 170(s)70.5 110 20.5 29.5 69.5 110 16.5 28.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 119: College (US 287) & Trilby 85 Queues 119: College (US 287) & Trilby Long Total PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 223 337 293 332 451 168 418 1565 245 277 2005 342 v/c Ratio 0.84 0.62 0.71 1.01 0.69 0.43 0.76 0.68 0.31 0.65 0.94 0.38 Control Delay 60.3 51.8 19.7 87.8 50.5 9.0 58.0 28.5 10.1 54.6 40.6 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.3 51.8 19.7 87.8 50.5 9.0 58.0 28.5 10.1 54.6 40.6 6.8 Queue Length 50th (ft) 135 131 37 ~223 174 0 156 342 42 95 565 67 Queue Length 95th (ft) #207 167 127 #370 213 56 #260 443 110 146 #706 114 Internal Link Dist (ft) 5167 325 1294 2575 Turn Bay Length (ft) 300 250 200 250 275 150 300 325 Base Capacity (vph) 265 741 480 329 855 464 551 2313 791 448 2128 890 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.84 0.45 0.61 1.01 0.53 0.36 0.76 0.68 0.31 0.62 0.94 0.38 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 86 HCM 6th TWSC 11: College (US 287) & Lorien Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 60 1865 20 25 1545 Future Vol, veh/h 0 60 1865 20 25 1545 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 350 350 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 63 1963 21 26 1626 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 982 0 0 1984 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 213 - - 127 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 213 - - 127 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 28.9 0 0.6 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 213 127 - HCM Lane V/C Ratio - - 0.297 0.207 - HCM Control Delay (s) - - 28.9 40.6 - HCM Lane LOS - - D E - HCM 95th %tile Q(veh) - - 1.2 0.7 - 87 HCM 6th TWSC 12: College (US 287) & Lorien Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 40 2080 55 80 2345 Future Vol, veh/h 0 40 2080 55 80 2345 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 350 350 - 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 0 44 2311 61 89 2606 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1156 0 0 2372 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 7.14 - - 5.34 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.92 - - 3.12 - Pot Cap-1 Maneuver 0 163 - - ~ 81 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 163 - - ~ 81 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 35.2 0 7.3 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 163 ~ 81 - HCM Lane V/C Ratio - - 0.273 1.097 - HCM Control Delay (s) - - 35.2 221.1 - HCM Lane LOS - - E F - HCM 95th %tile Q(veh) - - 1.1 6.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 88 HCM 6th TWSC 9: Debra & Trilby Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 650 35 10 665 80 35 Future Vol, veh/h 650 35 10 665 80 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 250 - 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 684 37 11 700 84 37 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 721 0 1056 342 Stage 1 - - - - 684 - Stage 2 - - - - 372 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 877 - 221 654 Stage 1 - - - - 462 - Stage 2 - - - - 667 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 877 - 218 654 Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 462 - Stage 2 - - - - 658 - Approach EB WB NB HCM Control Delay, s 0 0.1 28.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)273 - - 877 - HCM Lane V/C Ratio 0.443 - - 0.012 - HCM Control Delay (s) 28.3 - - 9.2 - HCM Lane LOS D - - A - HCM 95th %tile Q(veh) 2.1 - - 0 - 89 HCM 6th TWSC 2: Debra & Trilby Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 730 80 35 825 55 35 Future Vol, veh/h 730 80 35 825 55 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 200 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 793 87 38 897 60 38 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 880 0 1318 397 Stage 1 - - - - 793 - Stage 2 - - - - 525 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 764 - 149 602 Stage 1 - - - - 406 - Stage 2 - - - - 558 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 764 - 142 602 Mov Cap-2 Maneuver - - - - 142 - Stage 1 - - - - 406 - Stage 2 - - - - 530 - Approach EB WB NB HCM Control Delay, s 0 0.4 38.5 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)202 - - 764 - HCM Lane V/C Ratio 0.484 - - 0.05 - HCM Control Delay (s) 38.5 - - 10 - HCM Lane LOS E - - A - HCM 95th %tile Q(veh) 2.4 - - 0.2 - 90 HCM 6th TWSC 4: Trilby & Portner Long 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 15 735 10 10 650 20 40 0 25 10 0 15 Future Vol, veh/h 15 735 10 10 650 20 40 0 25 10 0 15 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 250 - 250 250 - - 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 16 774 11 11 684 21 42 0 26 11 0 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 705 0 0 785 0 0 1170 1533 387 1136 1534 353 Stage 1 ------806806-717717- Stage 2 ------364727-419817- 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 889 - - 829 - - 148 115 611 157 115 643 Stage 1 ------342393-387432- Stage 2 ------627427-582388- Platoon blocked, % - - - - Mov Cap-1 Maneuver 889 - - 829 - - 141 111 611 147 111 643 Mov Cap-2 Maneuver ------141111-147111- Stage 1 ------336386-380426- Stage 2 ------603421-547381- Approach EB WB NB SB HCM Control Delay, s 0.2 0.1 29.6 19 HCM LOS D C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)141 611 889 - - 829 - - 147 643 HCM Lane V/C Ratio 0.299 0.043 0.018 - - 0.013 - - 0.072 0.025 HCM Control Delay (s) 41.1 11.2 9.1 - - 9.4 - - 31.4 10.7 HCM Lane LOS E B A - - A - - D B HCM 95th %tile Q(veh) 1.2 0.1 0.1 - - 0 - - 0.2 0.1 91 HCM 6th TWSC 7: Trilby & Portner 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 10 715 35 30 740 20 25 0 20 35 0 20 Future Vol, veh/h 10 715 35 30 740 20 25 0 20 35 0 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 250 - 250 250 - - 100 - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 90 90 92 92 90 90 90 92 90 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 777 39 33 804 22 28 0 22 38 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 826 0 0 816 0 0 1267 1691 389 1292 1719 413 Stage 1 ------799799-881881- Stage 2 ------468892-411838- 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 800 - - 807 - - 126 92 610 120 89 588 Stage 1 ------345396-308363- Stage 2 ------545358-589380- Platoon blocked, % - - - - Mov Cap-1 Maneuver 800 - - 807 - - 116 87 610 111 84 588 Mov Cap-2 Maneuver ------11687-11184- Stage 1 ------340390-304348- Stage 2 ------503343-560375- Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 30.2 38.2 HCM LOS D E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h)116 610 800 - - 807 - - 111 588 HCM Lane V/C Ratio 0.239 0.036 0.014 - - 0.041 - - 0.343 0.037 HCM Control Delay (s) 45.5 11.1 9.6 - - 9.7 - - 53.5 11.4 HCM Lane LOS E B A - - A - - F B HCM 95th %tile Q(veh) 0.9 0.1 0 - - 0.1 - - 1.4 0.1 92 HCM 6th TWSC 2: Autumn Ridge & Trilby Long Total AM Synchro 11 Light Report Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 645 30 20 555 65 60 Future Vol, veh/h 645 30 20 555 65 60 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 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 679 32 21 584 68 63 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 711 0 1013 340 Stage 1 - - - - 679 - Stage 2 - - - - 334 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 884 - 235 656 Stage 1 - - - - 465 - Stage 2 - - - - 697 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 884 - 229 656 Mov Cap-2 Maneuver - - - - 229 - Stage 1 - - - - 465 - Stage 2 - - - - 680 - Approach EB WB NB HCM Control Delay, s 0 0.3 19.5 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)229 656 - - 884 - HCM Lane V/C Ratio 0.299 0.096 - - 0.024 - HCM Control Delay (s) 27.3 11.1 - - 9.2 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 1.2 0.3 - - 0.1 - 93 HCM 6th TWSC 9: Autumn Ridge & Trilby Long Total PM Synchro 11 Light Report Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 665 85 50 725 50 40 Future Vol, veh/h 665 85 50 725 50 40 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 350 250 - 0 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 22222 Mvmt Flow 707 90 53 771 53 43 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 797 0 1199 354 Stage 1 - - - - 707 - Stage 2 - - - - 492 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 821 - 178 642 Stage 1 - - - - 450 - Stage 2 - - - - 580 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 821 - 166 642 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 450 - Stage 2 - - - - 542 - Approach EB WB NB HCM Control Delay, s 0 0.6 25.2 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h)166 642 - - 821 - HCM Lane V/C Ratio 0.32 0.066 - - 0.065 - HCM Control Delay (s) 36.6 11 - - 9.7 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 1.3 0.2 - - 0.2 - 94 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 225 395 120 25 295 145 65 560 50 85 370 90 Future Volume (veh/h) 225 395 120 25 295 145 65 560 50 85 370 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 237 416 90 26 311 70 68 589 46 89 389 70 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 394 761 163 273 443 98 495 1492 116 452 1360 242 Arrive On Green 0.14 0.26 0.26 0.03 0.15 0.15 0.05 0.45 0.45 0.02 0.15 0.15 Sat Flow, veh/h 1781 2909 624 1781 2888 641 1781 3339 260 1781 3005 536 Grp Volume(v), veh/h 237 253 253 26 190 191 68 313 322 89 228 231 Grp Sat Flow(s),veh/h/ln 1781 1777 1756 1781 1777 1752 1781 1777 1823 1781 1777 1764 Q Serve(g_s), s 8.3 9.8 10.0 1.0 8.1 8.3 1.6 9.5 9.5 2.1 9.1 9.3 Cycle Q Clear(g_c), s 8.3 9.8 10.0 1.0 8.1 8.3 1.6 9.5 9.5 2.1 9.1 9.3 Prop In Lane 1.00 0.36 1.00 0.37 1.00 0.14 1.00 0.30 Lane Grp Cap(c), veh/h 394 465 459 273 272 269 495 794 814 452 804 799 V/C Ratio(X) 0.60 0.54 0.55 0.10 0.70 0.71 0.14 0.39 0.40 0.20 0.28 0.29 Avail Cap(c_a), veh/h 429 511 505 390 400 394 604 794 814 550 804 799 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 22.1 25.4 25.5 26.8 32.1 32.2 11.0 14.9 14.9 11.4 22.5 22.6 Incr Delay (d2), s/veh 2.0 1.0 1.0 0.1 3.2 3.5 0.1 1.5 1.4 0.2 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.0 4.0 0.4 3.5 3.6 0.6 3.7 3.8 0.8 4.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.2 26.4 26.5 26.9 35.3 35.7 11.1 16.3 16.3 11.7 23.4 23.5 LnGrp LOS CCCCDD BBBBCC Approach Vol, veh/h 743 407 703 548 Approach Delay, s/veh 25.8 34.9 15.8 21.5 Approach LOS C C B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 41.2 5.8 25.9 7.6 40.7 14.4 17.3 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s 8.0 23.0 7.0 22.0 8.0 * 24 12.0 17.0 Max Q Clear Time (g_c+I1), s 3.6 11.3 3.0 12.0 4.1 11.5 10.3 10.3 Green Ext Time (p_c), s 0.0 1.2 0.0 1.2 0.1 1.7 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 23.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 95 Timing Report, Sorted By Phase 148: Lemay & Trilby Long Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)12 29 11 28 12 29 16 23 Maximum Split (%) 15.0% 36.3% 13.8% 35.0% 15.0% 36.3% 20.0% 28.8% Minimum Split (s)11 28 11 28 11 27.5 11 29 Yellow Time (s)3 4.5 3 4 3 4.5 3 4.5 All-Red Time (s)1 1.5 121111.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)76 8 37 48 76 8 37 53 End Time (s)8 37 48 76 8 37 53 76 Yield/Force Off (s)4 31 44 70 4 31.5 49 70 Yield/Force Off 170(s) 4 16 44 55 4 16.5 49 54 Local Start Time (s)45 57 6 17 45 57 6 22 Local Yield (s)53 0 13 39 53 0.5 18 39 Local Yield 170(s)53 65 13 24 53 65.5 18 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 31 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 96 Queues 148: Lemay & Trilby Long Total AM Synchro 11 Light Report Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 237 542 26 464 68 642 89 484 v/c Ratio 0.57 0.49 0.08 0.67 0.15 0.49 0.23 0.38 Control Delay 21.3 21.6 13.9 28.4 11.8 21.9 8.8 16.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.3 21.6 13.9 28.4 11.8 21.9 8.8 16.1 Queue Length 50th (ft) 77 90 7 88 17 131 22 87 Queue Length 95th (ft) 122 158 20 133 39 196 25 141 Internal Link Dist (ft) 1637 3262 2562 2304 Turn Bay Length (ft) 375 150 175 250 Base Capacity (vph) 423 1115 343 808 476 1297 393 1281 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.56 0.49 0.08 0.57 0.14 0.49 0.23 0.38 Intersection Summary 97 HCM 6th Signalized Intersection Summary 148: Lemay & Trilby 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) 215 395 130 70 490 155 125 495 40 195 735 295 Future Volume (veh/h) 215 395 130 70 490 155 125 495 40 195 735 295 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 234 429 98 76 533 126 136 538 35 212 799 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 312 789 179 323 665 157 343 1241 81 475 1010 336 Arrive On Green 0.10 0.27 0.27 0.06 0.23 0.23 0.08 0.37 0.37 0.20 0.77 0.77 Sat Flow, veh/h 1781 2877 652 1781 2854 672 1781 3383 220 1781 2614 870 Grp Volume(v), veh/h 234 264 263 76 331 328 136 282 291 212 543 522 Grp Sat Flow(s),veh/h/ln 1781 1777 1752 1781 1777 1748 1781 1777 1826 1781 1777 1707 Q Serve(g_s), s 7.8 10.1 10.3 2.5 14.0 14.2 3.7 9.6 9.6 5.8 14.3 14.3 Cycle Q Clear(g_c), s 7.8 10.1 10.3 2.5 14.0 14.2 3.7 9.6 9.6 5.8 14.3 14.3 Prop In Lane 1.00 0.37 1.00 0.38 1.00 0.12 1.00 0.51 Lane Grp Cap(c), veh/h 312 487 481 323 414 408 343 652 670 475 687 660 V/C Ratio(X) 0.75 0.54 0.55 0.24 0.80 0.80 0.40 0.43 0.43 0.45 0.79 0.79 Avail Cap(c_a), veh/h 312 533 526 396 533 525 378 652 670 475 687 660 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 21.2 24.7 24.8 21.3 28.9 28.9 14.6 19.1 19.1 11.9 7.2 7.2 Incr Delay (d2), s/veh 9.8 0.9 1.0 0.4 6.5 6.9 0.7 2.1 2.0 0.6 8.0 8.4 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 3.8 4.1 4.1 1.0 6.3 6.3 1.4 4.0 4.1 1.8 3.9 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 25.7 25.8 21.6 35.4 35.9 15.3 21.2 21.1 12.5 15.2 15.5 LnGrp LOS CCCCDDBCCBBB Approach Vol, veh/h 761 735 709 1277 Approach Delay, s/veh 27.3 34.2 20.0 14.9 Approach LOS C C C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 35.9 7.7 26.9 11.0 34.3 11.0 23.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 5.7 16.3 4.5 12.3 7.8 11.6 9.8 16.2 Green Ext Time (p_c), s 0.0 2.4 0.0 1.3 0.0 1.5 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C 98 Timing Report, Sorted By Phase 148: Lemay & Trilby Long Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)11 29 11 29 11 29 11 29 Maximum Split (%) 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% Minimum Split (s)11 28 11 28.5 11 28 11 29 Yellow Time (s)3 4.5 3 4.5 3 4.5 3 4.5 All-Red Time (s)1 1.5 1 1.5 1 1.5 1 1.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)0 11 40 51 0 11 40 51 End Time (s)11 40 51 0 11 40 51 0 Yield/Force Off (s)7 34 47 74 7 34 47 74 Yield/Force Off 170(s) 7 19 47 59 7 19 47 58 Local Start Time (s)46 57 6 17 46 57 6 17 Local Yield (s)53 0 13 40 53 0 13 40 Local Yield 170(s)53 65 13 25 53 65 13 24 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 34 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 99 Queues 148: Lemay & Trilby Long Total PM Synchro 11 Light Report Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 234 570 76 701 136 581 212 1120 v/c Ratio 0.81 0.56 0.22 0.77 0.49 0.53 0.54 1.00 Control Delay 39.4 24.1 14.4 30.8 18.2 24.5 19.1 50.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.4 24.1 14.4 30.8 18.2 24.5 19.1 50.4 Queue Length 50th (ft) 73 116 22 154 36 125 36 ~322 Queue Length 95th (ft) #158 162 44 209 71 176 115 #427 Internal Link Dist (ft) 1636 1591 2561 2308 Turn Bay Length (ft) 375 150 175 250 Base Capacity (vph) 288 1057 349 1024 283 1094 393 1123 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.81 0.54 0.22 0.68 0.48 0.53 0.54 1.00 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. 100 HCM 6th Signalized Intersection Summary Right-turn lanes 148: Lemay & Trilby 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) 225 395 120 25 295 145 65 560 50 85 370 90 Future Volume (veh/h) 225 395 120 25 295 145 65 560 50 85 370 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 237 416 17 26 311 1 68 589 1 89 389 1 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 402 868 386 279 475 211 553 1652 706 487 1670 704 Arrive On Green 0.15 0.24 0.24 0.03 0.13 0.13 0.05 0.46 0.46 0.02 0.16 0.16 Sat Flow, veh/h 1781 3554 1581 1781 3554 1578 1781 3554 1519 1781 3554 1499 Grp Volume(v), veh/h 237 416 17 26 311 1 68 589 1 89 389 1 Grp Sat Flow(s),veh/h/ln 1781 1777 1581 1781 1777 1578 1781 1777 1519 1781 1777 1499 Q Serve(g_s), s 8.5 8.0 0.7 1.0 6.6 0.0 1.5 8.5 0.0 2.0 7.7 0.0 Cycle Q Clear(g_c), s 8.5 8.0 0.7 1.0 6.6 0.0 1.5 8.5 0.0 2.0 7.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 402 868 386 279 475 211 553 1652 706 487 1670 704 V/C Ratio(X) 0.59 0.48 0.04 0.09 0.65 0.00 0.12 0.36 0.00 0.18 0.23 0.00 Avail Cap(c_a), veh/h 433 1022 455 395 800 355 662 1652 706 586 1670 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 23.0 25.9 23.1 28.1 32.9 30.0 10.1 13.7 11.5 10.6 21.2 17.9 Incr Delay (d2), s/veh 1.8 0.4 0.0 0.1 1.5 0.0 0.1 0.6 0.0 0.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 3.2 0.2 0.4 2.8 0.0 0.5 3.2 0.0 0.7 3.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 26.3 23.1 28.2 34.4 30.0 10.2 14.3 11.5 10.7 21.5 17.9 LnGrp LOS CCCCCC BBBBCB Approach Vol, veh/h 670 338 658 479 Approach Delay, s/veh 25.7 33.9 13.9 19.5 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 42.6 5.8 24.5 7.5 42.2 14.6 15.7 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 * 6 4.0 6.0 Max Green Setting (Gmax), s 8.0 23.0 7.0 22.0 8.0 * 24 12.0 17.0 Max Q Clear Time (g_c+I1), s 3.5 9.7 3.0 10.0 4.0 10.5 10.5 8.6 Green Ext Time (p_c), s 0.0 1.2 0.0 1.3 0.1 1.9 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 22.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 101 Timing Report, Sorted By Phase Right-turn lanes 148: Lemay & Trilby Long Total AM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)12 29 11 28 12 29 16 23 Maximum Split (%) 15.0% 36.3% 13.8% 35.0% 15.0% 36.3% 20.0% 28.8% Minimum Split (s)11 28 11 28 11 27.5 11 29 Yellow Time (s)3 4.5 3 4 3 4.5 3 4.5 All-Red Time (s)1 1.5 121111.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)76 8 37 48 76 8 37 53 End Time (s)8 37 48 76 8 37 53 76 Yield/Force Off (s)4 31 44 70 4 31.5 49 70 Yield/Force Off 170(s) 4 16 44 55 4 16.5 49 54 Local Start Time (s)45 57 6 17 45 57 6 22 Local Yield (s)53 0 13 39 53 0.5 18 39 Local Yield 170(s)53 65 13 24 53 65.5 18 23 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 31 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 102 Queues Right-turn lanes 148: Lemay & Trilby Long Total AM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 237 416 126 26 311 153 68 589 53 89 389 95 v/c Ratio 0.51 0.39 0.21 0.08 0.53 0.36 0.13 0.43 0.08 0.21 0.29 0.14 Control Delay 20.5 23.3 3.9 14.6 33.1 4.2 11.0 20.5 0.2 7.8 15.8 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.5 23.3 3.9 14.6 33.1 4.2 11.0 20.5 0.2 7.8 15.8 2.1 Queue Length 50th (ft) 81 76 0 8 75 0 16 115 0 16 71 0 Queue Length 95th (ft) 122 129 28 20 107 22 39 180 0 25 120 6 Internal Link Dist (ft) 1637 3262 2562 2304 Turn Bay Length (ft) 375 375 150 200 175 250 250 250 Base Capacity (vph) 471 1089 599 350 769 491 547 1365 662 433 1356 660 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.50 0.38 0.21 0.07 0.40 0.31 0.12 0.43 0.08 0.21 0.29 0.14 Intersection Summary 103 HCM 6th Signalized Intersection Summary right-turn lanes 148: Lemay & Trilby 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) 215 395 130 70 490 155 125 495 40 195 735 295 Future Volume (veh/h) 215 395 130 70 490 155 125 495 40 195 735 295 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 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 1796 1870 1870 1796 Adj Flow Rate, veh/h 234 429 21 76 533 51 136 538 1 212 799 136 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 318 856 382 326 714 318 442 1418 596 520 1496 637 Arrive On Green 0.10 0.24 0.24 0.06 0.20 0.20 0.08 0.40 0.40 0.20 0.84 0.84 Sat Flow, veh/h 1781 3554 1583 1781 3554 1583 1781 3554 1494 1781 3554 1513 Grp Volume(v), veh/h 234 429 21 76 533 51 136 538 1 212 799 136 Grp Sat Flow(s),veh/h/ln 1781 1777 1583 1781 1777 1583 1781 1777 1494 1781 1777 1513 Q Serve(g_s), s 8.0 8.3 0.8 2.6 11.3 2.1 3.5 8.6 0.0 5.5 5.2 1.4 Cycle Q Clear(g_c), s 8.0 8.3 0.8 2.6 11.3 2.1 3.5 8.6 0.0 5.5 5.2 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 318 856 382 326 714 318 442 1418 596 520 1496 637 V/C Ratio(X) 0.74 0.50 0.06 0.23 0.75 0.16 0.31 0.38 0.00 0.41 0.53 0.21 Avail Cap(c_a), veh/h 318 1066 475 397 1066 475 481 1418 596 520 1496 637 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 22.7 26.2 23.4 23.0 30.0 26.4 11.9 17.0 14.5 10.4 4.1 3.8 Incr Delay (d2), s/veh 8.6 0.5 0.1 0.4 1.6 0.2 0.4 0.8 0.0 0.5 1.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 3.4 0.3 1.1 4.7 0.8 1.3 3.3 0.0 1.7 1.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.3 26.7 23.4 23.4 31.6 26.6 12.3 17.8 14.5 10.9 5.3 4.4 LnGrp LOS CCCCCC BBBBAA Approach Vol, veh/h 684 660 675 1147 Approach Delay, s/veh 28.1 30.3 16.7 6.2 Approach LOS C C B A Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 38.7 7.8 24.3 11.0 36.9 11.0 21.1 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 5.5 7.2 4.6 10.3 7.5 10.6 10.0 13.3 Green Ext Time (p_c), s 0.0 3.4 0.0 1.4 0.0 1.7 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B 104 Timing Report, Sorted By Phase right-turn lanes 148: Lemay & Trilby Long Total PM Synchro 11 Light Report Phase Number 12345678 Movement NBL SBTL WBL EBTL SBL NBTL EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s)11 29 11 29 11 29 11 29 Maximum Split (%) 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% 13.8% 36.3% Minimum Split (s)11 28 11 28.5 11 28 11 29 Yellow Time (s)3 4.5 3 4.5 3 4.5 3 4.5 All-Red Time (s)1 1.5 1 1.5 1 1.5 1 1.5 Minimum Initial (s)47474747 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s)7777 Flash Dont Walk (s)15 15 15 16 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s)0 11 40 51 0 11 40 51 End Time (s)11 40 51 0 11 40 51 0 Yield/Force Off (s)7 34 47 74 7 34 47 74 Yield/Force Off 170(s) 7 19 47 59 7 19 47 58 Local Start Time (s)46 57 6 17 46 57 6 17 Local Yield (s)53 0 13 40 53 0 13 40 Local Yield 170(s)53 65 13 25 53 65 13 24 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 34 (43%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 148: Lemay & Trilby 105 Queues right-turn lanes 148: Lemay & Trilby Long Total PM Synchro 11 Light Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 234 429 141 76 533 168 136 538 43 212 799 321 v/c Ratio 0.72 0.47 0.27 0.20 0.66 0.36 0.41 0.46 0.08 0.47 0.66 0.47 Control Delay 30.6 26.8 5.0 15.3 31.3 6.1 15.0 23.1 0.3 15.5 22.7 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.6 26.8 5.0 15.3 31.3 6.1 15.0 23.1 0.3 15.5 22.7 5.8 Queue Length 50th (ft) 79 99 0 23 127 0 32 113 0 35 91 0 Queue Length 95th (ft) #123 131 35 44 163 42 71 165 0 107 186 78 Internal Link Dist (ft) 1636 1591 2561 2308 Turn Bay Length (ft) 375 375 150 250 175 250 250 250 Base Capacity (vph) 324 1035 583 383 1026 555 334 1165 559 450 1205 681 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.72 0.41 0.24 0.20 0.52 0.30 0.41 0.46 0.08 0.47 0.66 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 106 APPENDIX H 107 SCALE: 1"=1000' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES 108