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RIDGEWOOD HILLS - FDP230019 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................ 1 II. EXISTING CONDITIONS .......................................................................................... 2 Land Use ......................................................................................................................... 2 Streets ............................................................................................................................. 2 Existing Traffic ................................................................................................................. 5 Existing Operation ........................................................................................................... 5 Existing Speed Study ...................................................................................................... 9 Pederstrian Facilities ..................................................................................................... 15 Bicycle Facilities ............................................................................................................ 15 Transit Facilities ............................................................................................................ 15 III. PROPOSED DEVELOPMENT ............................................................................... 16 Trip Generation ............................................................................................................. 16 Trip Distribution ............................................................................................................. 18 Background Traffic Projections ..................................................................................... 18 Trip Assignment ............................................................................................................ 18 Signal Warrants ............................................................................................................. 26 Geometry ...................................................................................................................... 26 Operation Analysis ........................................................................................................ 28 Pedestrian Level of Service ........................................................................................... 36 Bicycle Level of Service ................................................................................................ 40 Transit Level of Service ................................................................................................. 40 IV. CONCLUSIONS .................................................................................................... 41 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................. 10 2. Speed Study Data on Avondale Road ..................................................................... 14 3. Speed Study Data on Triangle Drive ....................................................................... 14 4. Trip Generation ....................................................................................................... 16 5. Short Range (2024) Background Peak Hour Operation .......................................... 30 6. Long Range (2040) Background Peak Hour Operation ........................................... 32 7. Short Range (2024) Total Peak Hour Operation ..................................................... 34 8. Long Range (2040) Total Peak Hour Operation ...................................................... 37 DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................. 3 2. Existing Intersection Geometry.................................................................................. 4 3. Recent Peak Hour Traffic .......................................................................................... 6 4. Averaged/Balanced Recent Peak Hour Traffic .......................................................... 7 5. Recent Daily Traffic ................................................................................................... 8 6. Existing Traffic Calming Devices ............................................................................. 13 7. Site Plan .................................................................................................................. 17 8. Trip Distribution ....................................................................................................... 19 9. Short Range (2024) Background Peak Hour Traffic ................................................ 20 10. Long Range (2040) Background Peak Hour Traffic................................................. 21 11. Short Range (2024) Site Generated Peak Hour Traffic ........................................... 22 12. Site Generated Peak Hour Traffic with Carpenter Connection ................................ 23 13. Short Range (2024) Total Peak Hour Traffic ........................................................... 24 14. Long Range (2040) Total Peak Hour Traffic ............................................................ 25 15. Short Range (2024) Geometry ................................................................................ 27 16. Long Range (2040) Geometry ................................................................................. 29 APPENDICES A. Base Assumptions Form B. Peak Hour Traffic Counts/Daily Counts C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor Vehicle LOS Standards (Intersections) D. Speed Study Data E. Signal Warrant Data F. Short Range (2024) Background Peak Hour Operation G. Long Range (2040) Background Peak Hour Operation H. Short Range (2024) Total Peak Hour Operation I. Long Range (2040) Total Peak Hour Operation J. Pedestrian/Bicycle Maps and Level of Service Worksheets DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 1 I. INTRODUCTION This Transportation Impact Study (TIS) addresses the capacity, geometric, and control requirements for the proposed Ridgewood Hills 5th Filing. The proposed Ridgewood Hills 5th Filing is located on the west side of College Avenue and south of Triangle Drive in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Goodwin Knight), project engineering/planning consultant (Galloway), and the City of Fort Collins Traffic Operations Engineer. The Transportation Impact Study Base Assumptions form and related documents are provided in Appendix A. This study generally conforms to the format set forth in the Fort Collins TIS Guidelines in the “Larimer County Urban Area Street Standards” (LCUASS). A scoping discussion was held with the Fort Collins Traffic Engineering staff. The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants; - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation This TIS is a revision of the “Triangle Drive Development Transportation Impact Study,” dated November 2019. This revision addresses comments from the City of Fort Collins. DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 2 II. EXISTING CONDITIONS The location of the Ridgewood Hills 5th Filing 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, institutional (school), or commercial. There are residential uses primarily to the west and north of the site. Coyote Ridge Elementary is to the northwest of the site. The center of Fort Collins lies to the north of the proposed Ridgewood Hills 5th Filing site. Streets The primary streets near the Ridgewood Hills 5th Filing site are College Avenue, Trilby Road, Carpenter Road, Triangle Drive, and Avondale Road. Figure 2 shows the current geometry at the key intersections. College Avenue is east of (adjacent to) the proposed Ridgewood Hills 5th Filing site. It is a north-south street classified as a six-lane arterial street on the Fort Collins Master Street Plan. Currently, College Avenue has a four-lane cross section (with center lane) in this area. At the College/Carpenter intersection, College Avenue has a southbound left-turn lane, two through lanes in each direction, and a northbound right- turn lane. The College/Carpenter intersection has signal control. At the College/ Triangle intersection, College Avenue has a northbound left-turn lane, two through lanes in each direction, and a southbound right-turn lane. The College/Triangle intersection has stop sign control on Triangle Drive. 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. Carpenter Road (State Highway 392) is south of the proposed Ridgewood Hills 5th Filing site. It is an east-west street classified as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, Carpenter Road primarily has a two-lane rural cross section. At the College/Carpenter intersection, Carpenter Road has a westbound left-turn lane and a westbound right-turn lane. The posted speed limit on Carpenter Road is 45 mph in this area. Triangle Drive is north of (adjacent to) the proposed Ridgewood Hills 5th\ Filing site. It is an east-west street classified as a two-lane collector street on the Fort Collins Master Street Plan. Currently, Triangle Drive has a two-lane cross section, except for a small section west of the College/Triangle intersection. Triangle Drive only has a west leg at the College/Triangle intersection. At the College/Triangle intersection, Triangle Drive has an eastbound left-turn lane and an eastbound right-turn lane. West of the BURLINGTON NORTHERN R.R.Trilby CollegeStrasburg Constellation Carpenter Triangle Avondale287 Skyway SCALE: 1"=2000' SITE LOCATION Figure 1 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 3 EXISTING INTERSECTION GEOMETRY Figure 2 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 4 - Denotes Lane - Two-way Continuous Left-turn Lane TrilbyConstellationSTOP STOP Triangle StrasburgS t r a s b u r g STOPS t r a s b u r gAvondale AvondaleCarpenterCollegeSTOP DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 5 auxiliary turn lanes approaching the College/Triangle intersection, Triangle Drive has a three-lane cross section with a center two-way continuous left-turn lane. This center two-way continuous left-turn lane extends up to the Triangle/Strasburg intersection. West of the Triangle/Strasburg intersection, Triangle Drive has a two-lane cross section. The posted speed limit on Triangle Drive is 25 mph. Trilby Road is north of the proposed Ridgewood Hills 5th Filing site. It is an east- west street classified as a four-lane arterial east of College Avenue, and as a two-lane arterial west of College Avenue 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. The posted speed limit on Trilby Road is 40 mph. Avondale Road is northwest of the proposed Ridgewood Hills 5th Filing site. Avondale Road is a north-south street classified as a two-lane collector on the Fort Collins Master Street Plan. Currently, Avondale Road has a two-lane cross section. At the Trilby/Avondale-Constellation intersection, Constellation Drive (southbound approach) has all movements combined in a single lane. On Avondale Road, the northbound single-lane approach to Trilby Road splits into two lanes approximately 100- 130 feet south of the edge of Trilby Road. There are no pavement markings signifying what the lanes are. However, they function as a northbound left-turn/through lane and a northbound right-turn lane. The Triangle/Avondale intersection has roundabout control with single-lane approaches. The Avondale/Strasburg intersection also has roundabout control with single-lane approaches. The posted speed limit on Avondale Road is 25 mph. Existing Traffic Recent peak hour traffic volumes at the College/Carpenter, College/Trilby, College/Triangle, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections are shown in Figure 3. The counts at the College/Carpenter intersection were obtained in April 2018. The counts at the College/ Trilby intersection were obtained in June 2018. The counts at the College/Triangle, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/ Strasburg intersections were obtained in August 2019. Raw traffic count data is provided in Appendix B. Since the counts were collected on different days, the volumes at the key intersections were averaged/balanced and are shown in Figure 4. Recent daily traffic counts on various streets are shown in Figure 5. The daily traffic counts on Avondale Road and Triangle Drive are also provided in Appendix D. Existing Operation The College/Carpenter, College/Trilby, College/Triangle, Trilby/Avondale- Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg 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 RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 6Constellation25/2413/841/123 422/6851/335/29AM/PM CarpenterCollegeTriangleStrasburg25/1221221/145125/101985/161866/38 90/51 0/5106/7620/6339/1744 1/220/358/474/2184/9150/32 621/439 81/57 S t r a s b u r g 739/1141309/3581086/1171293/281248/364 305/350 Trilby 140/2411137/113275/9379/162220/163 304/246 206/179 82/122 179/320 171/97666/130372/24522/6626/923 4/2 65/2 4 18/1768/446 7 /4 6 1 1 /3 S t r a s b u r g 4/3101/4737/6285/53AvondaleAvondale AVERAGED/BALANCED RECENT PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 7Constellation12/923/241/335/2979/162171/97695/134481/24940/121 377/674 AM/PM CarpenterCollegeTriangleStrasburg27/1201301/153925/101980/155066/38 89/50 0/5114/6619/6033/1614 1/220/356/474/2180/9350/32 582/461 81/57 6 7 /4 6 1 1 /3 S t r a s b u r g 754/1231315/3691077/1179293/281246/366 305/350 Trilby 158/2451125/110374/91233/156 322/236 219/171 86/126 201/325 28/6726/833 4/2 65/2 4 24/1868/444/3105/5737/6273/71AvondaleAvondale RECENT DAILY TRAFFIC Figure 5 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 8 Daily (year)College35,000(2018)11,932 (2018)35,296(2019)ConstellationTriangle Trilby 14,774 (2018)2,539(2018)13,657 (2018) S t r a s b u r gAvondale AvondaleCarpenterStrasburg34,000(2018)37,000(2018)12,000 (2018)3,298(2016)3,163 (2019)2,332(2019) DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 9 4, the peak hour operation is shown in Table 1. Calculation 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. In such areas, it is expected that there would be substantial delays to the minor street movements at unsignalized intersections during the peak hours. At roundabout intersections, acceptable operation is considered to be at level of service E for any approach leg and level of service E overall. The City’s existing signal timing was used at the College/Carpenter and College/Trilby intersections. The Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections currently meet the Fort Collins operational criteria with existing control and geometry in the morning and afternoon peak hours. The College/Triangle intersection technically meets Fort Collins criteria, however the delays to the eastbound left-turns is excessive. Signalization of this intersection is expected with this proposal. At the College/Carpenter and College/Trilby intersections, some movements, approach legs, and overall do not meet the Fort Collins operational criteria with existing control and geometry Adjustments to the City’s current signal timing resulted in acceptable operation at these intersections with regard to delay and this operation is also shown in Table 1. It is important to note that at the College/Carpenter intersection, the westbound left-turn and southbound left-turn volume exceeds the 300+ vehicles per hour “rule of thumb” that would require dual left-turn lanes. However, the operation of the College/ Carpenter intersection meets the Fort Collins operational criteria with single lanes and an adjustment to the existing signal timing. The southbound left-turn lane has the queuing length available within the center of College Avenue. On Carpenter Road, The 50th percentile calculated queue length for the westbound left turn is 228 feet and 190 feet in the respective morning and afternoon peak hours. The 95th percentile queue length is 381 feet and 484 feet. However, the SYNCHRO queue analysis has a footnote for the 95th percentile queue length stating, “95th percentile volume exceeds capacity, queue may be longer. Queue shown in the maximum after two cycles.” This has been an existing condition for a number of years for Carpenter Road. The Ridgewood Hills 5th Filing does not directly impact the westbound left-turn lane on Carpenter Road. Existing Speed Study At a neighborhood meeting held on October 7, 2019, the residents of the Ridgewood Hills Subdivision expressed concern regarding the heavy volumes and high speeds on Triangle Drive and Avondale Road. The residents discussed the difficulty of pedestrian travel within the neighborhood due to the amount of traffic and speeding on Triangle Drive and Avondale Road. Over a number of years, the neighborhood has petitioned and the City of Fort Collins has installed several traffic calming mitigation DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 10 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM College/Carpenter (signal) WB LT E (62.7 secs) F (80.2 secs) WB RT A A WB APPROACH E (62.7 secs) F (80.2 secs) NB T C C NB RT B B NB APPROACH C C SB LT E (62.1 secs) F (94.3 secs) SB T A B SB APPROACH C C OVERALL C C College/Carpenter (signal with adjusted timing) WB LT N/A E (68.3 secs) WB RT A WB APPROACH E (68.3 secs) NB T C NB RT C NB APPROACH C SB LT E (73.7 secs) SB T B SB APPROACH C OVERALL C College/Triangle (stop sign) EB LT F (239.9 secs) F (1365.0 secs) EB RT B C EB APPROACH F (133.4 secs) F (599.7 secs) NB LT B C OVERALL A C 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) Continued on next page DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 11 Continued from previous page TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM College/Trilby (signal with adjusted timing) EB LT N/A E (56.3 secs) EB T/RT E (57.5 secs) EB APPROACH E (57.2 secs) WB LT D WB T/RT E (76.2 secs) WB APPROACH E (67.9 secs) NB LT E (76.0 secs) NB T C NB RT B NB APPROACH D SB LT C SB T E (63.9 secs) SB RT C SB APPROACH E (57.6 secs) OVERALL D Trilby/Avondale-Constellation (stop sign) NB LT/T F (60.6 secs) F (125.2 secs) NB RT C B NB APPROACH D F (51.5 secs) SB LT/T/RT D D EB LT A A WB LT A A OVERALL A A Triangle/Strasburg (stop sign) SB LT/RT A B EB LT/T A A OVERALL A A Triangle/Avondale (roundabout) EB A A WB A A SB A A OVERALL A A Avondale/Strasburg (roundabout) WB A A NB A A SB A A OVERALL A A DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 12 measures including speed bumps, crosswalks, and radar speed check displays. There is also a school zone on Avondale Road in the vicinity of Coyote Ridge Elementary School. This year, the City of Fort Collins installed speed bumps on Triangle Drive at two locations. Figure 6 shows the Ridgewood Hills Subdivision and the locations of the various traffic calming devices that currently exist. The City of Fort Collins obtained speed data for Triangle Drive in 2016 and for Avondale Road in 2018. In addition to this, the City recently collected data again on Triangle Drive (after the speed bumps were installed) and on Avondale Road. Triangle Drive and Avondale Road are posted at 25 mph. Tables 2 and 3 summarize the speed limits, median (50th percentile) speeds, and critical (85th percentile) speeds for all surveyed road segments. The median speed is the middle value of speeds ranked in order of magnitude. The critical, or 85th percentile speed, is the speed at or below which 85 percent of the vehicles surveyed drive, and is the primary basis for the establishment of a posted speed on a given road. Tables 2 and 3 also show the percentage of vehicles that drive greater than the posted 25 mph speed. The speed survey sheets are provided in in Appendix D. The location of the speed study on Avondale Road was just south of Flagler Road. As can be seen on Table 2, the critical speeds for Avondale Road are not significantly greater than the posted speed in 2018 or 2019. There was a slight improvement in driver behavior from 2018 to 2019 with regard to violating the posted speed. In the northbound direction, the mean speed was 25 mph in 2018 and in 2019. In 2018, approximately 55 percent of the drivers drove more than 25 mph as compared to approximately 46 percent of drivers in 2019. In the northbound direction, the mean speed was 25 mph in 2018 and in 2019. In 2018, approximately 55 percent of the drivers drove more than 25 mph as compared to 46 percent of drivers in 2019. The 85th percentile speeds were: 29 mph northbound and 30 mph southbound in 2018; and 28 mph northbound and 27 mph southbound in 2019. The location of the speed study on Triangle Drive was just east of Strasburg Drive. As can be seen on Table 3, the critical speeds for Triangle Drive, west of College Avenue, are greater than the posted speed in 2016. In 2019, there is a substantial improvement in driver behavior with regard to violating the posted speed. In the eastbound direction (downhill grade), the mean speed was 30 mph in 2016 and was 25 mph in 2019. In 2016, approximately 91 percent of the drivers drove more than 25 mph as compared to approximately 63 percent of drivers in 2019. In the westbound direction (uphill grade), the mean speed was 28 mph in 2016 and was 24 mph in 2019. In 2016, approximately 77 percent of the drivers drove more than 25 mph as compared to approximately 52 percent of drivers in 2019. The 85th percentile speeds were: 34 mph eastbound and 32 mph westbound in 2016; and 29 mph eastbound and 29 mph westbound in 2019. The comparison of the data in Tables 2 and 3 show an improvement in driver behavior with regard to violating the posted speed over the short time period. Since installing the speed bumps, there is a significant improvement on Triangle Drive. This analysis shows that the traffic calming measures that the City of Fort Collins has implemented have significantly helped mitigate violating the posted speed. EXISTING TRAFFIC CALMING DEVICES Figure 6 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 13 Tr il by Yuma Idalia Ramah FlaglerHolyoke H u d s o n Sedgwick S t r a s b u r g Avondal eWoodrowEgyptianStrasburgTriangleJansen Stoneham Peyton College287 - Speed Bump - Crosswalk - Radar Speed Check (Direction) SCHOOL ZONE BEGINS SCHOOL ZONE BEGINS Coyote Ridge Elementary School DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 14 TABLE 2 Speed Study Data on Avondale Road Street Section Direction Posted Speed Mean Speed 50th Percentile 85th Percentile 10 mph Pace Speed % in Pace Violation % 2018 Data Avondale Road south of Flagler Road Northbound 25 25 mph 25 mph 29 mph 22-31 mph 78.8% 55.0% Southbound 25 26 mph 26 mph 30 mph 22-31 mph 76.1% 62.5% 2019 Data Avondale Road south of Flagler Road Northbound 25 25 mph 24 mph 28 mph 21-30 mph 80.6% 46.3% Southbound 25 24 mph 24 mph 27 mph 21-30 mph 82.9% 39.8% TABLE 3 Speed Study on Triangle Drive Street Section Direction Posted Speed Mean Speed 50th Percentile 85th Percentile 10 mph Pace Speed % in Pace Violation % 2016 Data Triangle Drive west of College Avenue Eastbound 25 30 mph 30 mph 34 mph 27-36 mph 81.2% 90.9% Westbound 25 28 mph 28 mph 32 mph 25-34 mph 73.2% 76.8% 2019 Data Triangle Drive west of College Avenue Eastbound 25 25 mph 26 mph 29 mph 22-31 mph 81.2% 62.9% Westbound 25 24 mph 25 mph 29 mph 22-31 mph 72.1% 51.6% DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 15 Pedestrian Facilities There are only sidewalks along College Avenue, Carpenter Road, and Trilby Road where recent development or redevelopment has occurred. There are sidewalks along Triangle Drive, Avondale Road, and along all streets within the Ridgewood Hills subdivision. Sidewalks will be incorporated within and adjacent to this development. Bicycle Facilities There are bicycle lanes along College Avenue, Triangle Drive, Trilby Road, and Avondale Road within the study area. Transit Facilities Currently, this area of Fort Collins is not served by Transfort except with the FLEX route that runs along College Avenue. DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 16 III. PROPOSED DEVELOPMENT The Ridgewood Hills 5th Filing is a residential development, located along the west side of College Avenue (US287), between Triangle Drive and Carpenter Road (SH392/Avondale Road extended) in Fort Collins. Figure 7 shows a site plan of the Ridgewood Hills 5th Filing. The proposed Ridgewood Hills 5th Filing will consist of 56 townhome dwelling units (Parcel A), 107 duplex dwelling units (Parcels B & C), 8 studio dwelling units (Parcel C), and 204 apartment dwelling units (Parcel D). The short range analysis (Year 2024) includes development of the Ridgewood Hills 5th Filing site and an appropriate increase in background traffic due to normal growth and other potential developments in the area. The site plan shows that the Ridgewood Hills 5th Filing will have access to/from Triangle Drive (via Strasburg Drive and Apartment Access) and to/from Avondale Road (extended). The long range analysis (Year 2040) includes development of the Ridgewood Hills 5th Filing and an appropriate increase in background traffic due to normal growth and in general accordance with the Fort Collins Structure Plan. In the future (by/before the year 2040), it is expected/assumed that Avondale Road will connect to the signal at the College/Carpenter intersection through development of the property to the southeast. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contain in Trip Generation, 10th Edition, ITE was used to estimate the trips that would be generated by the proposed/expected uses at the Ridgewood Hills 5th Filing site. A trip is defined as a one-way vehicle movement from origin to destination. Table 4 shows the expected trip generation on a daily and peak hour basis. The trip generation of the Ridgewood Hills 5th Filing resulted in 2,240 daily trip ends, 157 morning peak hour trip ends, and 198 afternoon peak hour trip ends. TABLE 4 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out Parcel A 220 Townhomes 56 D.U. EQ 382 EQ 6 EQ 21 EQ 22 EQ 13 Parcel B 220 Duplex 63 D.U. EQ 436 EQ 7 EQ 24 EQ 25 EQ 14 Parcel C 220 Duplex 44 D.U. EQ 292 EQ 5 EQ 17 EQ 18 EQ 10 220 Studio 8 D.U. EQ 20 EQ 1 EQ 3 EQ 4 EQ 2 Parcel D 221 Apartments 204 D.U. EQ 1110 EQ 18 EQ 55 EQ 55 EQ 35 Total 2240 37 120 124 74 SCALE: 1"=300' SITE PLAN Figure 7 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 17 287 College AvenueCarpenter Road Avondale Road TriangleD riveSt r as bur g Dri v eA partm ent Access DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 18 Trip Distribution Trip distribution for the Ridgewood Hills 5th Filing was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in the area, and engineering judgment. Figure 8 shows the trip distribution for the short range (2024) and long range (2040) analysis futures. The trip distribution was agreed to by City of Fort Collins staff. Background Traffic Projections Figures 9 and 10 show the short range (2024) and long range (2040) background traffic projections, respectively. Background traffic projections for the short range (2024) future horizon were obtained by reviewing CDOT 20-year traffic factors, 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. The CDOT 20-year traffic factor for Carpenter Road (SH392) is 1.3. 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 (2024) future are the Lakeview on the Rise and the Avondale Apartments. Since it is assumed that a signal will be warranted at the College/Triangle intersection with the development of the Ridgewood Hills 5th Filing, a signal was assumed for the short range (2024) background future. The existing traffic at the College/Triangle intersection, Trilby/Avondale-Constellation intersection, and within the Ridgewood Hills development was redistributed. According to City staff, the College/Trilby intersection will be improved with a capital improvement project in the near future. While no design plans have been done, the short range (2024) background traffic will help determine the minimum amount of geometry necessary to get the College/Trilby intersection to meet the Fort Collins operational criteria. In the long range (2040) future, it is assumed that Avondale Road will be extended to the signal at the College/Carpenter intersection through development of the property to the southeast. With Avondale Road being extended to College Avenue, a significant amount of existing (and future) traffic using Triangle Drive and Avondale Road will choose to utilize the signal at the College/Carpenter-Avondale intersection. The long range (2040) background traffic volumes shown in Figure 10 reflect this redistribution of traffic. Trip Assignment/Total Traffic Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 11 shows the short range (2024) site generated peak hour traffic assignment. Figure 12 shows the site generated peak hour traffic assignment with the Carpenter Road connection with Avondale Road. Figures 13 and 14 show the respective short range (2024) and long range (2040) total (site plus background) peak hour traffic assignment. Trilby CollegeStrasburgConstellation Carpenter TriangleAvondale 287 20% 10%5%40%25%SCALE: 1"=1000' TRIP DISTRIBUTION Figure 8 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 19 SHORT RANGE (2024) BACKGROUND PEAK HOUR TRAFFIC Figure 9 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 20Constellation12/9429/764 23/241/335/29112/192222/360 193/112750/149689/27640/123 AM/PM CarpenterCollegeTriangleStrasburg31/1401378/154131/1271078/1652144/80 109/60 0/5204/10919/6043/2074 9/310/364/424/2131/7550/32 666/495 83/65 S t r a s b u r g 828/1304359/4081133/1273315/302271/412 327/376 Trilby 178/2721242/119690/102246/169 334/252 229/158 94/145 4 6/3 31/85/2 4 18/1495/63NOMN O M 1 2/7 2 9/1 48/3326/8319/636 3 /3 9 1 1 /3 S t r a s b u r g 4/385/5038/6474/79Avondale LONG RANGE (2040) BACKGROUND PEAK HOUR TRAFFIC Figure 10 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 21Constellation30/2030/355/555/4095/195205/115915/178095/300CarpenterCollegeTriangle Trilby Strasburg5 0 / 3 0NOM/ 5NOM NOM1 5 / 3 0 NOMN O M /5185/115N O M 5/1030/14520/6015/701615/190540/1451455/21151 9 5 /1 5 5 5 5 /2 0 2 5/2 0 2 5/2 55/2 5 20/1555/3540/301 0/4 5 1 0/3 5 3 0/4 05/1515/4010/30AM/PM Rounded to Nearest 5 Vehicles 80/1851255/1360410/390385/445120/205 60/70 95/150 410/480 55/90 300/445890/1400100/170S t r a s b u r g 45/130 430/850 65/455/5135/8060/45 815/590 85/65 235/3751395/1400160/205290/205 395/300 320/260 210/275 215/385 6 5 /4 0 1 0 /5 5/585/5040/6575/80Avondale SHORT RANGE (2024) SITE GENERATED PEAK HOUR TRAFFIC Figure 11 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 22 AM/PM 0/11/3 3/21/0S t r a s b u r gStrasburgStrasburg1/44/2AvondaleConstellation14/502/249/3011/71/2 4/12 Trilby 2/2 1/2 1/4 4/2AvondaleCarpenterCollege17/5619/6462/39 54/33 10/3224/1530/187/240/123/827 8/4 7 1/0 Triangle Strasburg23/8213/3878/47NOM3 8/2 5 N O M A p art m e nt A c c e s s SITE GENERATED PEAK HOUR TRAFFIC WITH CARPENTER ROAD CONNECTION Figure 12 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 23 AM/PM 14/502/249/3011/71/2 4/12 TrilbyConstellation2/2 1/2 1/4 4/2AvondaleCollegeS t r a s b u r gStrasburgStrasburg1/414/468/2344/27NOM2 3/1 5 N O M A p art m e nt A c c e s s 0/11/3 3/21/04/2Avondale0/114/464 4/2 7 1/0 Triangle Strasburg6/1813/816/513/1349/31 18/11 Carpenter8/54/16 3/810/63/137/223/1013/8 16/10 20/12 SHORT RANGE (2024) TOTAL PEAK HOUR TRAFFIC Figure 13 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 24 AM/PM S t r a s b u r gStrasburgStrasburg A vondaleConstellation Trilby AvondaleCarpenterCollegeTriangleStrasburg85/34913/38331/187NOM3 8/2 5 N O M A p art m e nt A c c e s s 858/1322383/4231143/1305315/302278/436 327/37648/1961378/154150/1911078/16522 0 6 /1 1 9 1 6 3 /9 312/940/123 431/766 23/241/335/2968/444/2131/7550/32 667/497 84/69 180/2741291/1226101/109112/192246/169 334/252 230/160 98/157 222/360 193/112764/154689/2764 6/3 42/1 15/2 4 18/1495/63NOMN O M 1 5/9 2 9/1 48/3326/8320/636 3 /3 9 1 1 /3 4/389/5238/6475/830/3 N O M 23/824 9/3 1 0/5204/109NOMN O M 7 8/4 7 N O M43/20719/60 LONG RANGE (2040) TOTAL PEAK HOUR TRAFFIC Figure 14 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 25 TrilbyConstellation AvondaleCollegeS t r a s b u r gStrasburgStrasburg 70/26010/25295/200NOM2 5/1 5 N O M A p art m e nt A c c e s s AvondaleTriangle StrasburgCarpenter30/2045/130 435/855 30/355/555/4070/505/5135/8060/45 815/595 90/70 240/3801445/1430170/21095/195290/205 395/300 320/265 215/285 215/385 205/115930/183095/3005 0/3 0 N O M /5 N O M NOM /5185/115NOM20/55N O M 6 0/5 5 N O M30/14520/6025/901630/191555/1951460/21302 4 5 /1 8 5 7 5 /3 0 2 5/2 0 3 0/3 05/2 5 20/1555/3540/301 0/4 5 1 5/4 0 3 0/4 05/1515/4010/3085/2051260/1370410/390395/450135/215 75/80 115/160 410/480 60/105 305/455900/1405105/1856 5 /4 0 1 0 /5 5/590/5540/6580/85AM/PM Rounded to Nearest 5 Vehicles DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 26 Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. The College/Trilby and College/Carpenter intersections are currently signalized. For the roads in the vicinity of the Ridgewood Hills 5th Filing, four hour and/or eight hour signal warrants are applicable. These warrants require much data and are applied when the traffic is actually on the area road system. It is acknowledged that peak hour signal warrants should not be applied, but since the peak hour forecasts are readily available in a traffic impact study, it is reasonable to use them to estimate whether other signal warrants may be met. If peak hour signal warrants will not be met at a given intersection, it is reasonable to conclude that it is not likely that other signal warrants would be met. If peak hour signal warrants are met, it merely indicates that further evaluation should occur in the future as the development occurs. However, a judgment can be made that some intersections will likely meet other signal warrants. Using the short range (2024) background peak hour traffic (Figure 8), the peak hour signal warrant will likely be met in the morning and afternoon peak hour at the College/ Triangle intersection. Based on the peak hour signal warrant, it is likely that other volume based signal warrants would be met at the College/Triangle intersection in the short range (2024) future. Using the short range (2024) background and total peak hour traffic (Figures 8 & 12), the peak hour signal warrant will not be met in the peak hours at the Trilby/Avondale-Constellation intersection. The peak hour signal warrant analyses are provided in Appendix E. Geometry Figure 15 shows a schematic of the minimum short range (2024) 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 College/Carpenter intersection, the westbound and southbound left-turn volumes exceed the 300+ vehicles per hour “rule of thumb” that would require dual left-turn lanes. However, single westbound and southbound left-turn lanes were analyzed in this TIS for the short range (2024) future. The queue lengths associated with these single left-turn lanes are likely to become excessive. At the Trilby/ Avondale-Constellation intersection, an eastbound right-turn lane is required based upon the existing traffic volumes. The Ridgewood Hills 5th Filing does not directly impact this right-turn volume significantly with 1 and 4 vehicles in the respective morning and afternoon peak hours. These volumes are approximately 1.2 percent and 5.7 percent of the total volumes in the respective morning and afternoon peak hours. All the other key intersections do not require additional auxiliary turn lanes and the existing geometry can remain. However, at the College/Triangle intersection, the auxiliary lanes on Triangle Drive approaching College Avenue should be lengthened. At the Trilby/Avondale-Constellation SHORT RANGE (2024) GEOMETRY Figure 15 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 27 - Denotes Lane - Two-way Continuous Left-turn LaneConstellationStrasburgStrasburgStrasburg A vondale Trilby AvondaleCollegeTriangle StrasburgA p art m e nt A c c e s s STOP STOP STOPSTOPCarpenterCarpenterSTOP DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 28 intersection, Avondale Road-Constellation Drive have all movements combined in single lanes. However, there is enough width on Avondale Road for right-turning vehicles to form their own lane approaching Trilby Road. Therefore, Avondale Road was analyzed with a two-lane approach with a northbound left-turn/through combined lane and a northbound right-turn lane. Figure 16 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. Operation Analysis Operation analyses were performed at the College/Carpenter (Avondale Road extended), College/Triangle, College/Trilby, Trilby/Avondale-Constellation, Triangle/ Apartment Access, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections. The operations analyses were conducted for the short range future, reflecting a year 2024 condition, and long range future, reflecting a year 2040 condition. As mentioned earlier, a signal will be warranted at the College/Triangle intersection with the development of the Ridgewood Hills 5th Filing. Therefore, a signal was assumed for the short range (2024) background future. The long range (2040) analysis is provided for informational purposes and to identify potential operational and/or geometric issues. Using the short range (2024) background traffic volumes shown in Figure 8, the College/Carpenter, College/Triangle, College/Trilby, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections operate as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. All of the key intersections meet the Fort Collins criteria with regard to operation using the recommended control, geometry, and signal timing. At the Trilby/Avondale-Constellation stop sign controlled intersection, the calculated delay for the northbound minor street left turns is commensurate with level of service F. Since it is likely that a signal will be installed at the College/Triangle intersection with the Ridgewood Hills 5th Filing, the operation analysis was conducted for this condition. Using the long range (2040) background traffic volumes shown in Figure 9, the key intersections operate as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. Using the short range (2024) total traffic volumes shown in Figure 12, the key intersections operate as indicated in Table 7. Calculation forms for these analyses are provided in Appendix H. The College/Carpenter, College/Triangle, College/Trilby, Trilby/ Avondale-Constellation, Triangle/Apartment Access, Triangle/Strasburg, Triangle/ Avondale, and Avondale/Strasburg intersections will meet the Fort Collins operational criteria with recommended control, geometry, and signal timing. At the Trilby/Avondale- Constellation stop sign controlled intersection, the calculated delay for the northbound minor street left turns is commensurate with level of service F. LONG RANGE (2040) GEOMETRY Figure 16 DELICH ASSOCIATES Ridgewood Hills 5th Filing TIS, February 2020 Page 29ConstellationTriangle S t r a s b u r g Trilby S t r a s b u r gAvondale AvondaleStrasburgSTOPCollegeCarpenter A p art m e nt A c c e s sSTOP STOP- Denotes Lane - Two-way Continuous Left-turn Lane DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 30 TABL E 5 Short Range (2024) Background Peak Hour Operation Intersection Movement Level of Service AM PM College/Carpenter (signal with single WB & SB left- turn lanes) WB LT E (65.3 secs) E (77.4 secs) WB RT A A WB APPROACH E (65.3 secs) E (77.4 secs) NB T C D NB RT B C NB APPROACH C D SB LT D D SB T A A SB APPROACH B B OVERALL C C College/Triangle (signal) EB LT D E (61.6 secs) EB RT A A EB APPROACH D E (61.6 secs) NB LT A A NB T A A NB APPROACH A A SB T B A SB RT A A SB APPROACH B A OVERALL B A College/Trilby (signal with dual NB & SB left-turn lanes) EB LT D E (69.5 secs) EB T D D EB RT C C EB APPROACH D D WB LT D E (59.8 secs) WB T D E (65.7 secs) WB RT D D WB APPROACH D E (63.0 secs) NB LT D E (68.1 secs) NB T C B NB RT B B NB APPROACH C C SB LT D E (62.5 secs) SB T B D SB RT B B SB APPROACH C D OVERALL C D Continued on next page DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 31 Continued from previous page TABLE 5 Short Range (2024) Background Peak Hour Operation Intersection Movement Level of Service AM PM Trilby/Avondale-Constellation (stop sign) NB LT/T F (110.3 secs) F (186.2 secs) NB RT C B NB APPROACH E (49.7 secs) F (76.3 secs) SB LT/T/RT D E (42.4 secs) EB LT A A WB LT A A OVERALL A A Triangle/Strasburg (stop sign) SB LT/RT B B EB LT/T A A OVERALL A A Triangle/Avondale (roundabout) EB A A WB A A SN A A OVERALL A A Avondale/Strasburg (roundabout) WB A A NB A A SB A A OVERALL A A DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 32 TABLE 6 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM College/Carpenter-Avondale (signal) EB LT D D EB T D E (70.0 secs) EB RT A A EB APPROACH D E (58.2 secs) WB LT E (56.8 secs) E (71.8 secs) WB T D E (69.3 secs) WB RT A A WB APPROACH E (56.5 secs) E (71.4 secs) NB LT D E (76.0 secs) NB T D D NB RT C C NB APPROACH D D SB LT D E (67.7 secs) SB T B D SB T/RT B D SB APPROACH C D OVERALL C D College/Triangle (signal) EB LT D E (68.4 secs) EB RT A A EB APPROACH D E (68.4 secs) NB LT A A NB T A A NB APPROACH A A SB T A A SB T/RT A A SB APPROACH A A OVERALL A A Continued on next page DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 33 Continued from previous page TABLE 6 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM College/Trilby (signal) EB LT D E (77.0 secs) EB T D E (642.6 secs) EB RT C D EB APPROACH D E (64.7 secs) WB LT D E (73.5 secs) WB T D E (75.9 secs) WB RT D D WB APPROACH D E (7.8 secs) NB LT D E (64.1 secs) NB T A A NB RT A A NB APPROACH B B SB LT D E (69.1 secs) SB T C D SB RT B C SB APPROACH C D OVERALL C D Trilby/Avondale-Constellation (signal) EB LT A A EB T A A EB RT A A EB APPROACH A A WB LT A A WB T/RT A A WB APPROACH A A NB LT/T D E (65.0 secs) NB RT D D NB APPROACH D E (64.9 secs) SB LT/T/RT D E (66.7 secs) OVERALL A A Triangle/Strasburg (stop sign) NB LT/T/RT A A SB LT/T/RT B B EB LT/T/RT A A WB LT/T/RT A A OVERALL A A Triangle/Avondale (roundabout) EB A A WB A A NB A A SB A A OVERALL A A Avondale/Strasburg (roundabout) WB A A NB A A SB A A OVERALL A A DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 34 TABLE 7 Short Range (2024) Total Peak Hour Operation Intersection Movement Level of Service AM PM College/Carpenter (signal with adjusted timing and single W B & SB left-turn lanes) WB LT E (65.3 secs) E (76.6 secs) WB RT A A WB APPROACH E (65.3 secs) E (76.6 secs) NB T C E (55.5 secs) NB RT B C NB APPROACH C E (2.77 secs) SB LT D E (79.8 secs) SB T A B SB APPROACH B C OVERALL C D College/Triangle (signal) EB LT D E (70.1 secs) EB RT A A EB APPROACH D E (670.1 secs) NB LT B A NB T A A NB APPROACH A A SB T C A SB RT B A SB APPROACH C A OVERALL B A College/Trilby (signal with dual NB & SB left-turn lanes) 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 (69.45 secs) SB T B E (56.1 secs) SB RT B C SB APPROACH C D OVERALL C D Continued on next page DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 35 Continued from previous page TABLE 7 Short Range (2024) Total Peak Hour Operation Intersection Movement Level of Service AM PM Trilby/Avondale-Constellation (stop sign) NB LT/T F (121.7 secs) F (186.2 secs) NB RT C B NB APPROACH F (55.0 secs) F (76.3 secs) SB LT/T/RT D E (42.4 secs) EB LT A A WB LT A A OVERALL A A Triangle/Apartment Access (stop sign) NB LT/RT B A WB LT A A OVERALL A A Triangle/Strasburg (stop sign) NB LT/T/RT A A SB LT/T/RT B C EB LT/T/RT A A WB LT A A OVERALL A A Triangle/Avondale (roundabout) EB A A WB A A SN A A OVERALL A A Avondale/Strasburg (roundabout) WB A A NB A A SB A A OVERALL A A DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 36 Using the long range (2040) total traffic volumes shown in Figure 13, the key intersections operate as indicated in Table 7. Calculation forms for these analyses are provided in Appendix I. Pedestrian Level of Service Appendix J shows a map of the area that is within 1320 feet of the Ridgewood Hills 5th Filing. There will be four pedestrian destinations within 1320 feet of the Ridgewood Hills 5th Filing. These are: 1) the residential neighborhood (Ridgewood Hills) to the north and west of the site, 2) the Coyote Ridge Elementary School; 3) the residential neighborhood (Victoria Estates) to the east of the site, and 4) the commercial area to the southeast of the site. Appendix J also contains a map that shows the existing/planned pedestrian facilities within the influence area. This site is in an area type termed “school walking area” (for Coyote Ridge E.S.) and “other.” The minimum level of service for “school walking area” is B, except for the category of Visual Interest & Amenities which is C. The “school walking area” criteria should only apply to Coyote Ridge Elementary School. The minimum level of service for “other” is C. In this pedestrian analysis, it is assumed that all of the sidewalks related to the Avondale Apartments are built, since it is an approved development. • Directness – The distance ratio to all pedestrian destinations is less than 1.2 (LOS A), since there will be the opportunity to have a pedestrian crossing of College Avenue with the proposed signal at the College/Triangle intersection. • Continuity – The continuity to pedestrian destinations 1 and 2 will be acceptable at LOS B, since there will be direct connection of the sidewalk system to the north and to the west. The continuity to pedestrian destinations 3 and 4 is at LOS D and E, respectively, since there are no sidewalks within Victoria Estates and no sidewalk along the east side of College Avenue. • Street Crossings – The street crossings to pedestrian destinations 1 and 2 will be acceptable at LOS B, since the street crossings are all at local residential streets. The street crossings to pedestrian destinations 3 and 4 is at LOS C, since it requires crossing College Avenue. . • Visual Interest and Amenity – The visual interest and amenity to pedestrian destinations 1 and 2 is acceptable at LOS B, since most of the sidewalks have some landscaped parkways and a residential neighborhood character. The visual interest and amenity to pedestrian destinations 3 and 4 is at LOS D and E, respectively, since there are no sidewalks in this area on the east side of College Avenue. • Security – The security to pedestrian destinations 1 and 2 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 destinations 3 and 4 is at LOS C and D, respectively, since there are no sidewalks in this area on the east side of College Avenue. DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 37 TABLE 8 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM College/Carpenter-Avondale (signal) EB LT D D EB T D E (69.9 secs) EB RT A A EB APPROACH D E (58.8 secs) WB LT E (56.8 secs) E (71.8 secs) WB T D E (68.9 secs) WB RT A A WB APPROACH E (56.5 secs) E (71.3 secs) NB LT D E (79.8 secs) NB T D D NB RT C C NB APPROACH D D SB LT D E (67.3 secs) SB T B D SB T/RT B D SB APPROACH C D OVERALL C D College/Triangle (signal) EB LT D E (70.6 secs) EB RT A A EB APPROACH D E (70.6 secs) NB LT A B NB T A A NB APPROACH A A SB T A A SB T/RT A B SB APPROACH A B OVERALL A A College/Trilby (signal) EB LT D E (77.0 secs) EB T D E (63.7 secs) EB RT C D EB APPROACH D E (65.5 secs) WB LT D E (74.3 secs) WB T D E (75.9 secs) WB RT D D WB APPROACH D E (74.0 secs) NB LT D E (64.2 secs) NB T A A NB RT A A NB APPROACH B B SB LT D E (69.1 secs) SB T C D SB RT B C SB APPROACH C D OVERALL C D Continued on next page DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 39 Continued from previous page TABLE 8 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM Trilby/Avondale-Constellation (signal) EB LT A A EB T A A EB RT A A EB APPROACH A A WB LT A A WB T/RT A A WB APPROACH A A NB LT/T D E (65.0 secs) NB RT D E (60.8 secs) NB APPROACH D E (64.7 secs) SB LT/T/RT D E (66.5 secs) OVERALL A A Triangle/Apartment Access (stop sign) NB LT/RT B A WB LT A A OVERALL A A Triangle/Strasburg (stop sign) NB LT/T/RT A A SB LT/T/RT B B EB LT/T/RT A A WB LT/T/RT A A OVERALL A A Triangle/Avondale (roundabout) EB A A WB A A SN A A OVERALL A A Avondale/Strasburg (roundabout) WB A A NB A A SB A A OVERALL A A DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 40 Acceptable pedestrian level of service will be achieved for pedestrian destinations 1 and 2 (Ridgewood Hills & Coyote Ridge Elementary School) within 1320 feet of the Ridgewood Hills 5th Filing. Pedestrian level of service is not achieved for the continuity, visual interest & amenity, and security categories to pedestrian destinations 3 and 4. This is due to the fact that there are no sidewalks in this area on the east side of College Avenue. The Pedestrian LOS Worksheet is provided in Appendix J. The future signal at the College/Triangle intersection will provide safe crossing of College Avenue for students attending Coyote Ridge Elementary School. Bicycle Level of Service Appendix J shows a map of the area that is within 1320 feet of the Ridgewood Hills 5th Filing. There will be one bicycle destinations near the Ridgewood Hills 5th Filing. This is: 1) Coyote Ridge Elementary School to the northwest of the site. The Bicycle LOS Worksheet is provided in Appendix J. The minimum level of service for this site is C. This site is connected to Triangle Drive and Avondale Road. Therefore, it is concluded that level of service B can be achieved. Transit Level of Service Expansion of Transfort service to this area will likely be made by the City of Fort Collins, when appropriate. DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 41 IV. CONCLUSIONS This study assessed the impacts of the Ridgewood Hills 5th Filing on the street system in the vicinity of the proposed development in the short range (2024) and long range (2040) futures. As a result of this analysis, the following is concluded: - The development of the Ridgewood Hills 5th Filing is feasible from a traffic engineering standpoint. At full development, the Ridgewood Hills 5th Filing will generate approximately 2,240 daily trip ends, 157 morning peak hour trip ends, and 198 afternoon peak hour trip ends. - Currently, at the College/Carpenter and College/Trilby intersections, some movements, approach legs, and overall do not meet the Fort Collins operational criteria with existing control and geometry. Adjustments to the City’s current signal timing resulted in acceptable operation of these intersections with regard to delay. The operation of the other key intersections currently meets the Fort Collins operational criteria with existing control and geometry. are currently operating acceptably with existing control and geometry in the morning and afternoon peak hours, except for the eastbound left-turn at the College/Trilby intersection in the afternoon peak hour. Adjustments to the City’s current signal timing resulted in acceptable operation of the intersection with regard to delay. - At the College/Carpenter intersection, the westbound and southbound left-turn volumes exceed the 300+ vehicles per hour “rule of thumb” that would require dual left-turn lanes. However, single westbound and southbound left-turn lanes were analyzed in this TIS for the short range (2024) future. The queue lengths associated with these single left-turn lanes are likely to become excessive. - The College/Carpenter and College/Trilby intersection is currently signalized. The College/Triangle intersection is likely to meet signal warrants with the development of the Ridgewood Hills 5th Filing. Therefore a signal is proposed at the College/Triangle intersection. - In the short range (2024) future, given development of the Ridgewood Hills 5th Filing and an increase in background traffic, the College/Carpenter, College/ Triangle, College/Trilby, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections will meet the Fort Collins operational criteria with recommended control, geometry, and signal timing. At the Trilby/Avondale-Constellation stop sign controlled intersection, the calculated delay for the northbound minor street left turns is commensurate with level of service F. - In the long range (2040) future, given development of the Ridgewood Hills 5th Filing and an increase in background traffic, the key intersections will meet the Fort Collins operational criteria, overall, with the recommended geometry and control. DELICH Ridgewood Hills 5th Filing TIS, February 2020 ASSOCIATES Page 42 - The short range (2024) geometry is shown in Figure 15. 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. At the Trilby/Avondale- Constellation intersection, an eastbound right-turn lane is required based upon the existing traffic volumes. The Ridgewood Hills 5th Filing does not directly impact this right-turn volume significantly with 1 and 4 vehicles in the respective morning and afternoon peak hours. - The long range (2040) geometry is shown in Figure 16. - Acceptable level of service is achieved for bicycle and transit modes based upon the measures in the multi-modal transportation guidelines and future improvements to the street system in the area. Acceptable pedestrian level of service can be achieved for all pedestrian destinations. APPENDIX A APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 4/10/2018 Observer: City of Fort Collins Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: College/Carpenter S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Westbound: Carpenter Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 286 102 388 63 201 264 652 0 67 60 127 127 779 7:45 282 69 351 121 207 328 679 0 74 70 144 144 823 8:00 254 61 315 58 169 227 542 0 78 53 131 131 673 8:15 264 61 325 67 162 229 554 0 86 65 151 151 705 7:30-8:30 0 1086 293 1379 309 739 0 1048 2427 0 0 0 0 305 0 248 553 553 2980 PHF n/a 0.95 0.72 0.89 0.64 0.89 n/a 0.8 n/a n/a n/a n/a 0.89 n/a 0.89 0.92 0.91 4:30 303 67 370 60 292 352 722 0 77 83 160 160 882 4:45 262 63 325 103 262 365 690 0 80 83 163 163 853 5:00 302 84 386 103 256 359 745 0 91 107 198 198 943 5:15 304 67 371 92 331 423 794 0 102 91 193 193 987 4:30-5:30 0 1171 281 1452 358 1141 0 1499 2951 0 0 0 0 350 0 364 714 714 3665 PHF n/a 0.96 0.84 0.94 0.87 0.86 n/a 0.89 n/a n/a n/a n/a 0.86 n/a 0.85 0.9 0.93 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/1/2019 Observer: Vickie Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: College/Triangle S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Triangle Westbound: Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 3 302 305 231 5 236 541 13 22 35 0 35 576 7:45 6 351 357 261 7 268 625 21 25 46 0 46 671 8:00 11 265 276 278 8 286 562 14 21 35 0 35 597 8:15 5 303 308 215 5 220 528 18 22 40 0 40 568 7:30-8:30 25 1221 0 1246 0 985 25 1010 2256 66 0 90 156 0 0 0 0 156 2412 PHF 0.57 0.87 n/a 0.87 n/a 0.89 0.78 0.88 0.79 n/a 0.9 0.85 n/a n/a n/a n/a 0.9 4:30 29 342 371 383 22 405 776 6 17 23 0 23 799 4:45 23 349 372 426 27 453 825 13 16 29 0 29 854 5:00 36 371 407 423 24 447 854 8 8 16 0 16 870 5:15 34 389 423 386 28 414 837 11 10 21 0 21 858 4:30-5:30 122 1451 0 1573 0 1618 101 1719 3292 38 0 51 89 0 0 0 0 89 3381 PHF 0.85 0.93 n/a 0.93 n/a 0.95 0.9 0.95 0.73 n/a 0.75 0.77 n/a n/a n/a n/a 0.97 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 6/12/2018 Observer: City of Fort Collins Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: College/Trilby S = straight L = left turn Time Northbound: College Southbound: College Total Eastbound: Trilby Westbound: Trilby Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 36 264 15 315 20 175 8 203 518 53 89 45 187 19 60 43 122 309 827 7:45 27 286 23 336 17 170 19 206 542 65 88 59 212 22 46 41 109 321 863 8:00 36 293 18 347 25 158 25 208 555 55 57 46 158 24 37 50 111 269 824 8:15 41 294 19 354 17 163 20 200 554 47 70 56 173 17 36 37 90 263 817 7:30-8:30 140 1137 75 1352 79 666 72 817 2169 220 304 206 730 82 179 171 432 1162 3331 PHF 0.85 0.97 0.82 0.95 0.79 0.95 0.72 0.98 0.85 0.85 0.87 0.86 0.85 0.75 0.86 0.89 0.96 4:30 57 261 21 339 41 319 62 422 761 34 63 46 143 37 81 22 140 283 1044 4:45 69 260 19 348 39 321 44 404 752 44 67 49 160 29 82 31 142 302 1054 5:00 58 285 22 365 38 327 69 434 799 42 48 27 117 29 73 21 123 240 1039 5:15 57 326 31 414 44 336 70 450 864 43 68 57 168 27 84 23 134 302 1166 4:30-5:30 241 1132 93 1466 162 1303 245 1710 3176 163 246 179 588 122 320 97 539 1127 4303 PHF 0.87 0.87 0.75 0.89 0.92 0.97 0.88 0.95 0.93 0.9 0.79 0.88 0.82 0.95 0.78 0.95 0.92 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/27/2019 Observer: Diane Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: Trilby/Avondale-Constellation S = straight L = left turn Time Northbound: Avondale Southbound: Constellation Total Eastbound: Trilby Westbound: Trilby Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 11 0 56 67 5 0 7 12 79 5 171 19 195 11 101 6 118 313 392 7:45 13 0 42 55 2 1 9 12 67 21 160 47 228 12 97 6 115 343 410 8:00 21 2 54 77 3 0 9 12 89 14 163 9 186 13 113 9 135 321 410 8:15 13 2 32 47 3 0 10 13 60 10 127 6 143 5 111 4 120 263 323 7:30-8:30 58 4 184 246 13 1 35 49 295 50 621 81 752 41 422 25 488 1240 1535 PHF 0.69 0.5 0.82 0.8 0.65 0.25 0.88 0.94 0.6 0.91 0.43 0.82 0.79 0.93 0.69 0.9 0.94 4:30 10 0 19 29 2 0 12 14 43 6 107 13 126 25 171 7 203 329 372 4:45 13 1 22 36 1 0 2 3 39 11 101 16 128 30 166 4 200 328 367 5:00 15 0 29 44 2 3 7 12 56 10 112 11 133 29 174 10 213 346 402 5:15 9 1 21 31 3 0 8 11 42 5 119 17 141 39 174 3 216 357 399 4:30-5:30 47 2 91 140 8 3 29 40 180 32 439 57 528 123 685 24 832 1360 1540 PHF 0.78 0.5 0.78 0.8 0.67 0.25 0.6 0.71 0.73 0.92 0.84 0.94 0.79 0.98 0.6 0.96 0.96 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/6/2019 Observer: Vickie Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: Triangle/Strasburg S = straight L = left turn Time Northbound: Southbound: Strasburg Total Eastbound: Triangle Westbound: Triangle Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 0 12 0 12 12 0 27 27 12 3 15 42 54 7:45 0 12 0 12 12 0 26 26 4 4 8 34 46 8:00 0 8 0 8 8 0 25 25 14 5 19 44 52 8:15 0 9 0 9 9 0 28 28 9 8 17 45 54 7:30-8:30 0 0 0 0 41 0 0 41 41 0 106 0 106 0 39 20 59 165 206 PHF n/a n/a n/a n/a 0.85 n/a n/a 0.85 n/a 0.95 n/a 0.95 n/a 0.7 0.63 0.78 0.95 4:30 0 4 0 4 4 2 23 25 32 12 44 69 73 4:45 0 3 0 3 3 0 19 19 35 19 54 73 76 5:00 0 8 1 9 9 3 16 19 52 17 69 88 97 5:15 0 7 2 9 9 0 18 18 55 15 70 88 97 4:30-5:30 0 0 0 0 22 0 3 25 25 5 76 0 81 0 174 63 237 318 343 PHF n/a n/a n/a n/a 0.69 n/a 0.38 0.69 0.42 0.83 n/a 0.81 n/a 0.79 0.83 0.85 0.88 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/28/2019 Observer: Vickie Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: Triangle/Avondale S = straight L = left turn Time Northbound: Southbound: Avondale Total Eastbound: Triangle Westbound: Triangle Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 0 8 1 9 9 4 17 21 6 5 11 32 41 7:45 0 15 1 16 16 5 19 24 6 5 11 35 51 8:00 0 5 2 7 7 5 17 22 2 3 5 27 34 8:15 0 6 1 7 7 4 15 19 12 9 21 40 47 7:30-8:30 0 0 0 0 34 0 5 39 39 18 68 0 86 0 26 22 48 134 173 PHF n/a n/a n/a n/a 0.57 n/a 0.63 0.61 0.9 0.89 n/a 0.9 n/a 0.54 0.61 0.57 0.85 4:30 0 8 4 12 12 5 8 13 24 15 39 52 64 4:45 0 8 8 16 16 3 14 17 26 16 42 59 75 5:00 0 5 4 9 9 3 11 14 13 15 28 42 51 5:15 0 5 8 13 13 6 11 17 29 20 49 66 79 4:30-5:30 0 0 0 0 26 0 24 50 50 17 44 0 61 0 92 66 158 219 269 PHF n/a n/a n/a n/a 0.81 n/a 0.75 0.78 0.71 0.79 n/a 0.9 n/a 0.79 0.83 0.81 0.85 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/27/2019 Observer: Vickie Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: Strasburg/Avondale S = straight L = left turn Time Northbound: Avondale Southbound: Avondale Total Eastbound: Westbound: Strasburg Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:30 19 1 20 7 27 34 54 0 2 17 19 19 73 7:45 40 2 42 9 47 56 98 0 7 15 22 22 120 8:00 25 1 26 10 9 19 45 0 2 16 18 18 63 8:15 17 0 17 11 2 13 30 0 0 19 19 19 49 7:30-8:30 0 101 4 105 37 85 0 122 227 0 0 0 0 11 0 67 78 78 305 PHF n/a 0.63 0.5 0.63 0.84 0.45 n/a 0.54 n/a n/a n/a n/a 0.39 n/a 0.88 0.89 0.64 4:30 5 0 5 15 6 21 26 0 0 11 11 11 37 4:45 14 2 16 14 23 37 53 0 0 12 12 12 65 5:00 16 1 17 12 8 20 37 0 2 14 16 16 53 5:15 12 0 12 21 16 37 49 0 1 9 10 10 59 4:30-5:30 0 47 3 50 62 53 0 115 165 0 0 0 0 3 0 46 49 49 214 PHF n/a 0.73 0.38 0.74 0.74 0.58 n/a 0.78 n/a n/a n/a n/a 0.38 n/a 0.82 0.77 0.82 Page 1 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB Site Code: AVO01-SN-18B Date Start: 16-Oct-18 Date End: 18-Oct-18 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume Start 15-Oct-18 Tue Wed Thu Fri Sat Sun Week Average Time SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB 12:00 AM ****0 1 9 6 ******4 4 01:00 ****4 0 2 1 ******3 0 02:00 ****0 1 4 3 ******2 2 03:00 ****2 1 1 3 ******2 2 04:00 ****1 10 7 6 ******4 8 05:00 ****5 19 6 20 ******6 20 06:00 ****25 47 22 47 ******24 47 07:00 ****76 114 139 155 ******108 134 08:00 ****100 146 64 119 ******82 132 09:00 ****70 114 ********70 114 10:00 ****41 66 ********41 66 11:00 **57 74 66 94 ********62 84 12:00 PM **61 79 73 66 ********67 72 01:00 **60 65 66 71 ********63 68 02:00 **82 62 81 66 ********82 64 03:00 **119 128 100 103 ********110 116 04:00 **140 114 119 118 ********130 116 05:00 **126 103 124 106 ********125 104 06:00 **90 86 80 87 ********85 86 07:00 **57 32 55 41 ********56 36 08:00 **56 34 57 24 ********56 29 09:00 **33 23 26 11 ********30 17 10:00 **11 7 12 11 ********12 9 11:00 **3 3 13 6 ********8 4 Lane 0 0 895 810 1196 1323 254 360 0 0 0 0 0 0 1232 1334 Day 0 1705 2519 614 0 0 0 2566 AM Peak --11:00 11:00 08:00 08:00 07:00 07:00 ------07:00 07:00 Vol.--57 74 100 146 139 155 ------108 134 PM Peak --16:00 15:00 17:00 16:00 --------16:00 15:00 Vol.--140 128 124 118 --------130 116 Comb. Total 0 1705 2519 614 0 0 0 2566 ADT ADT 2,539 AADT 2,539 Page 1 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB 11/7/19 Site Code: AVO01-NS-19B Date Start: 11/5/2019 Date End: 11/7/2019 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume Start 11/5/2019 11/6/2019 11/7/2019 11/8/2019 11/9/2019 11/10/2019 11/11/2019 Week Average Time NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB 12:00 AM **0 7 0 5 ********0 6 01:00 **2 2 2 1 ********2 2 02:00 **0 2 1 0 ********0 1 03:00 **1 1 2 4 ********2 2 04:00 **8 0 8 2 ********8 1 05:00 **23 8 19 3 ********21 6 06:00 **62 31 63 27 ********62 29 07:00 **141 64 **********141 64 08:00 **167 111 **********167 111 09:00 **64 38 **********64 38 10:00 **67 44 **********67 44 11:00 60 59 77 59 **********68 59 12:00 PM 57 60 62 59 **********60 60 01:00 59 58 64 53 **********62 56 02:00 63 107 66 105 **********64 106 03:00 119 84 106 88 **********112 86 04:00 96 113 127 117 **********112 115 05:00 91 109 66 147 **********78 128 06:00 65 72 68 64 **********66 68 07:00 31 48 41 43 **********36 46 08:00 12 38 26 57 **********19 48 09:00 12 25 16 20 **********14 22 10:00 7 10 4 9 **********6 10 11:00 3 2 0 3 **********2 2 Total 675 785 1258 1132 95 42 0 0 0 0 0 0 0 0 1233 1110 Day 1460 2390 137 0 0 0 0 2343 AM Peak 11:00 11:00 08:00 08:00 06:00 06:00 --------08:00 08:00 Vol.60 59 167 111 63 27 --------167 111 PM Peak 15:00 16:00 16:00 17:00 ----------15:00 17:00 Vol.119 113 127 147 ----------112 128 Comb. Total 1460 2390 137 0 0 0 0 2343 ADT ADT 2,332 AADT 2,332 Page 1 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 4/27/2016 Date End: 4/28/2016 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume Start 4/27/2016 4/28/2016 4/29/2016 4/30/2016 5/1/2016 5/2/2016 5/3/2016 Week Average Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB 12:00 AM **1 9 **********1 9 01:00 **0 3 **********0 3 02:00 **1 4 **********1 4 03:00 **4 2 **********4 2 04:00 **11 1 **********11 1 05:00 **52 5 **********52 5 06:00 **122 13 **********122 13 07:00 **203 47 **********203 47 08:00 **158 67 **********158 67 09:00 **99 58 **********99 58 10:00 **67 52 **********67 52 11:00 82 75 75 76 **********78 76 12:00 PM 63 96 73 86 **********68 91 01:00 73 82 ************73 82 02:00 74 99 ************74 99 03:00 117 164 ************117 164 04:00 108 194 ************108 194 05:00 114 236 ************114 236 06:00 100 170 ************100 170 07:00 78 128 ************78 128 08:00 30 104 ************30 104 09:00 13 62 ************13 62 10:00 7 37 ************7 37 11:00 6 15 ************6 15 Total 865 1462 866 423 0 0 0 0 0 0 0 0 0 0 1584 1719 Day 2327 1289 0 0 0 0 0 3303 AM Peak 11:00 11:00 07:00 11:00 ----------07:00 11:00 Vol.82 75 203 76 ----------203 76 PM Peak 15:00 17:00 12:00 12:00 ----------15:00 17:00 Vol.117 236 73 86 ----------117 236 Comb. Total 2327 1289 0 0 0 0 0 3303 ADT ADT 3,298 AADT 3,298 Page 1 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 11/5/2019 Date End: 11/7/2019 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume Start 11/5/2019 11/6/2019 11/7/2019 11/8/2019 11/9/2019 11/10/2019 11/11/2019 Week Average Time EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB 12:00 AM **8 10 3 3 ********6 6 01:00 **3 2 3 3 ********3 2 02:00 **0 1 1 1 ********0 1 03:00 **3 1 3 0 ********3 0 04:00 **18 0 18 2 ********18 1 05:00 **58 5 43 2 ********50 4 06:00 **110 16 115 18 ********112 17 07:00 **185 48 **********185 48 08:00 **196 75 **********196 75 09:00 **127 49 **********127 49 10:00 90 74 78 88 **********84 81 11:00 87 67 66 84 **********76 76 12:00 PM 65 104 87 99 **********76 102 01:00 60 72 50 82 **********55 77 02:00 70 125 68 109 **********69 117 03:00 128 142 127 126 **********128 134 04:00 101 187 112 189 **********106 188 05:00 99 226 114 181 **********106 204 06:00 72 173 77 126 **********74 150 07:00 44 89 52 80 **********48 84 08:00 33 77 29 54 **********31 66 09:00 25 55 24 36 **********24 46 10:00 9 31 19 20 **********14 26 11:00 8 9 9 4 **********8 6 Total 891 1431 1620 1485 186 29 0 0 0 0 0 0 0 0 1599 1560 Day 2322 3105 215 0 0 0 0 3159 AM Peak 10:00 10:00 08:00 10:00 06:00 06:00 --------08:00 10:00 Vol.90 74 196 88 115 18 --------196 81 PM Peak 15:00 17:00 15:00 16:00 ----------15:00 17:00 Vol.128 226 127 189 ----------128 204 Comb. Total 2322 3105 215 0 0 0 0 3159 ADT ADT 3,163 AADT 3,163 APPENDIX C HCM 6th Signalized Intersection Summary Recent AM 16: College Avenue & Carpenter Road 11/04/2019 Synchro 10 Light Report recent am.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 305 246 1077 293 315 754 Future Volume (veh/h) 305 246 1077 293 315 754 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 335 49 1184 145 346 829 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222 Cap, veh/h 377 335 1761 785 389 2407 Arrive On Green 0.21 0.21 0.50 0.50 0.13 0.68 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 335 49 1184 145 346 829 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 20.1 2.8 27.7 5.6 11.2 10.8 Cycle Q Clear(g_c), s 20.1 2.8 27.7 5.6 11.2 10.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 377 335 1761 785 389 2407 V/C Ratio(X) 0.89 0.15 0.67 0.18 0.89 0.34 Avail Cap(c_a), veh/h 397 353 1761 785 389 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 35.3 21.0 15.4 40.8 7.5 Incr Delay (d2), s/veh 20.5 0.2 2.1 0.5 21.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 1.1 10.6 1.9 10.4 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.6 35.5 23.1 15.9 62.1 7.9 LnGrp LOS E D C B E A Approach Vol, veh/h 384 1329 1175 Approach Delay, s/veh 59.1 22.3 23.8 Approach LOS E C C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.0 20.0 60.0 28.8 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 73.5 13.5 53.5 23.5 Max Q Clear Time (g_c+I1), s 12.8 13.2 29.7 22.1 Green Ext Time (p_c), s 5.7 0.0 8.7 0.2 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C Timing Report, Sorted By Phase Recent AM 16: College Avenue & Carpenter Road 11/04/2019 Synchro 10 Light Report recent am.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 80 20 60 30 Maximum Split (%) 72.7% 18.2% 54.5% 27.3% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 5.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 68 18 68 38 End Time (s) 38 38 18 68 Yield/Force Off (s) 31.5 31.5 11.5 61.5 Yield/Force Off 170(s) 31.5 31.5 1.5 45.5 Local Start Time (s) 56.5 6.5 56.5 26.5 Local Yield (s) 20 20 0 50 Local Yield 170(s) 20 20 100 34 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 11.5 (10%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Recent AM 16: College Avenue & Carpenter Road 11/04/2019 Synchro 10 Light Report recent am.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 335 270 1184 322 346 829 v/c Ratio 0.88 0.50 0.66 0.34 0.90 0.34 Control Delay 66.6 9.0 22.9 2.7 70.0 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.6 9.0 22.9 2.7 70.0 16.7 Queue Length 50th (ft) 228 8 322 0 174 220 Queue Length 95th (ft) #381 79 398 45 m#300 m273 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 394 550 1781 956 384 2424 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.85 0.49 0.66 0.34 0.90 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Recent PM 16: College Avenue & Carpenter Road 11/04/2019 Synchro 10 Light Report recent pm.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 350 366 1179 281 369 1231 Future Volume (veh/h) 350 366 1179 281 369 1231 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 376 170 1268 140 397 1324 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222 Cap, veh/h 393 350 1762 786 393 2443 Arrive On Green 0.22 0.22 0.50 0.50 0.15 0.69 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 376 170 1268 140 397 1324 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 25.0 11.2 33.6 5.9 17.5 22.3 Cycle Q Clear(g_c), s 25.0 11.2 33.6 5.9 17.5 22.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 393 350 1762 786 393 2443 V/C Ratio(X) 0.96 0.49 0.72 0.18 1.01 0.54 Avail Cap(c_a), veh/h 393 350 1762 786 393 2443 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 40.8 23.7 16.7 46.2 9.3 Incr Delay (d2), s/veh 34.0 1.0 2.6 0.5 48.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 4.4 13.2 2.1 15.7 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.2 41.8 26.3 17.2 94.3 10.2 LnGrp LOS F D C B F B Approach Vol, veh/h 546 1408 1721 Approach Delay, s/veh 68.2 25.4 29.6 Approach LOS E C C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 88.0 23.0 65.0 32.0 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 81.5 16.5 58.5 25.5 Max Q Clear Time (g_c+I1), s 24.3 19.5 35.6 27.0 Green Ext Time (p_c), s 11.6 0.0 9.3 0.0 Intersection Summary HCM 6th Ctrl Delay 33.7 HCM 6th LOS C Timing Report, Sorted By Phase Recent PM 16: College Avenue & Carpenter Road 11/04/2019 Synchro 10 Light Report recent pm.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 88 23 65 32 Maximum Split (%) 73.3% 19.2% 54.2% 26.7% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 5.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 6.5 71.5 6.5 94.5 End Time (s) 94.5 94.5 71.5 6.5 Yield/Force Off (s) 88 88 65 0 Yield/Force Off 170(s) 88 88 55 104 Local Start Time (s) 61.5 6.5 61.5 29.5 Local Yield (s) 23 23 0 55 Local Yield 170(s) 23 23 110 39 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 65 (54%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Recent PM 16: College Avenue & Carpenter Road 11/04/2019 Synchro 10 Light Report recent pm.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 376 394 1268 302 397 1324 v/c Ratio 0.96 0.71 0.72 0.32 1.05 0.54 Control Delay 84.2 21.5 26.8 2.8 67.8 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.2 21.5 26.8 2.8 67.8 3.5 Queue Length 50th (ft) 290 88 393 0 ~238 83 Queue Length 95th (ft) #484 208 478 45 m#258 m89 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 390 557 1754 937 377 2433 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.96 0.71 0.72 0.32 1.05 0.54 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Recent PM 16: College Avenue & Carpenter Road Adjusted Timing 11/13/2019 Synchro 10 Light Report recent pm adj.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 350 366 1179 281 369 1231 Future Volume (veh/h) 350 366 1179 281 369 1231 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 376 0 1268 124 397 1324 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222 Cap, veh/h 412 1584 707 423 2384 Arrive On Green 0.23 0.00 0.45 0.45 0.18 0.67 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 376 0 1268 124 397 1324 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 24.7 0.0 36.9 5.6 19.2 23.5 Cycle Q Clear(g_c), s 24.7 0.0 36.9 5.6 19.2 23.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 412 1584 707 423 2384 V/C Ratio(X) 0.91 0.80 0.18 0.94 0.56 Avail Cap(c_a), veh/h 423 1584 707 423 2384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.9 0.0 28.6 20.0 45.0 10.4 Incr Delay (d2), s/veh 23.4 0.0 4.3 0.5 28.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.2 0.0 15.2 2.0 13.7 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.3 0.0 33.0 20.5 73.7 11.3 LnGrp LOS E C C E B Approach Vol, veh/h 376 A 1392 1721 Approach Delay, s/veh 68.3 31.9 25.7 Approach LOS E C C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 86.0 27.0 59.0 33.3 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 79.5 20.5 52.5 27.5 Max Q Clear Time (g_c+I1), s 25.5 21.2 38.9 26.7 Green Ext Time (p_c), s 11.6 0.0 7.0 0.1 Intersection Summary HCM 6th Ctrl Delay 32.8 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Recent PM 16: College Avenue & Carpenter Road Adjusted Timing 11/13/2019 Synchro 10 Light Report recent pm adj.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 86 27 59 34 Maximum Split (%) 71.7% 22.5% 49.2% 28.3% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 5.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 12.5 71.5 12.5 98.5 End Time (s) 98.5 98.5 71.5 12.5 Yield/Force Off (s) 92 92 65 6 Yield/Force Off 170(s) 92 92 55 110 Local Start Time (s) 67.5 6.5 67.5 33.5 Local Yield (s) 27 27 0 61 Local Yield 170(s) 27 27 110 45 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 65 (54%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Recent PM 16: College Avenue & Carpenter Road Adjusted Timing 11/13/2019 Synchro 10 Light Report recent pm adj.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 376 394 1268 302 397 1324 v/c Ratio 0.92 0.25 0.79 0.34 0.98 0.55 Control Delay 73.6 0.4 32.8 3.3 55.8 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.6 0.4 32.8 3.3 55.8 3.2 Queue Length 50th (ft) 283 0 437 0 247 57 Queue Length 95th (ft) #461 0 531 50 m#267 m65 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 420 1583 1599 881 407 2396 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.90 0.25 0.79 0.34 0.98 0.55 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Recent AM 3: College Avenue & Trilby Road 11/04/2019 Synchro 10 Light Report recent am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 233 322 219 86 201 171 158 1125 74 79 695 81 Future Volume (veh/h) 233 322 219 86 201 171 158 1125 74 79 695 81 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 243 335 204 90 209 148 165 1172 9 82 724 13 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 361 363 221 203 289 205 359 1444 644 211 1367 610 Arrive On Green 0.11 0.33 0.32 0.06 0.28 0.27 0.07 0.41 0.41 0.05 0.38 0.38 Sat Flow, veh/h 1781 1088 663 1781 1019 722 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 243 0 539 90 0 357 165 1172 9 82 724 13 Grp Sat Flow(s),veh/h/ln 1781 0 1751 1781 0 1740 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.2 0.0 32.6 3.8 0.0 20.4 6.0 32.1 0.4 3.0 17.3 0.6 Cycle Q Clear(g_c), s 10.2 0.0 32.6 3.8 0.0 20.4 6.0 32.1 0.4 3.0 17.3 0.6 Prop In Lane 1.00 0.38 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 361 0 584 203 0 494 359 1444 644 211 1367 610 V/C Ratio(X) 0.67 0.00 0.92 0.44 0.00 0.72 0.46 0.81 0.01 0.39 0.53 0.02 Avail Cap(c_a), veh/h 361 0 621 227 0 554 359 1444 644 249 1367 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.1 0.0 35.5 28.8 0.0 35.7 19.1 28.9 19.5 23.2 26.2 21.0 Incr Delay (d2), s/veh 4.9 0.0 18.9 1.5 0.0 4.1 0.9 5.1 0.0 1.2 1.5 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 4.6 0.0 16.4 1.7 0.0 8.9 2.3 13.4 0.1 1.2 7.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.0 0.0 54.4 30.3 0.0 39.8 20.0 34.0 19.5 24.4 27.6 21.1 LnGrp LOS C A D C A D C C B C C C Approach Vol, veh/h 782 447 1346 819 Approach Delay, s/veh 46.8 37.9 32.2 27.2 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 47.8 9.5 41.7 8.6 50.2 15.0 36.2 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 7.0 37.5 7.0 38.0 7.0 37.5 11.0 34.0 Max Q Clear Time (g_c+I1), s 8.0 19.3 5.8 34.6 5.0 34.1 12.2 22.4 Green Ext Time (p_c), s 0.0 4.1 0.0 1.1 0.0 2.1 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 35.1 HCM 6th LOS D Timing Report, Sorted By Phase Recent AM 3: College Avenue & Trilby Road 11/04/2019 Synchro 10 Light Report recent am.syn 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 44 11 44 11 44 15 40 Maximum Split (%) 10.0% 40.0% 10.0% 40.0% 10.0% 40.0% 13.6% 36.4% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 68 79 13 24 68 79 13 28 End Time (s) 79 13 24 68 79 13 28 68 Yield/Force Off (s) 75 6.5 20 62 75 6.5 24 62 Yield/Force Off 170(s) 75 106.5 20 42 75 106.5 24 41 Local Start Time (s) 55 66 0 11 55 66 0 15 Local Yield (s) 62 103.5 7 49 62 103.5 11 49 Local Yield 170(s) 62 93.5 7 29 62 93.5 11 28 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 13 (12%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 3: College Avenue & Trilby Road Queues Recent AM 3: College Avenue & Trilby Road 11/04/2019 Synchro 10 Light Report recent am.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 243 563 90 387 165 1172 77 82 724 84 v/c Ratio 0.71 0.91 0.44 0.74 0.51 0.83 0.11 0.41 0.54 0.13 Control Delay 31.6 51.9 24.2 40.0 30.8 47.8 12.6 22.3 29.6 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.6 51.9 24.2 40.0 30.8 47.8 12.6 22.3 29.6 3.0 Queue Length 50th (ft) 102 350 34 211 105 462 14 31 217 0 Queue Length 95th (ft) 158 #553 64 321 m163 #577 m38 59 280 21 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 200 275 150 300 325 Base Capacity (vph) 343 642 206 579 321 1420 700 202 1336 665 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.71 0.88 0.44 0.67 0.51 0.83 0.11 0.41 0.54 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Recent PM 3: College Avenue & Trilby Road 11/04/2019 Synchro 10 Light Report recent pm.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Future Volume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 257 162 137 353 95 266 1199 36 176 1461 111 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 235 304 191 234 367 99 268 1529 682 270 1407 628 Arrive On Green 0.09 0.28 0.27 0.07 0.26 0.25 0.12 0.43 0.43 0.08 0.40 0.40 Sat Flow, veh/h 1781 1073 676 1781 1420 382 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 170 0 419 137 0 448 266 1199 36 176 1461 111 Grp Sat Flow(s),veh/h/ln 1781 0 1749 1781 0 1802 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.0 0.0 27.1 6.7 0.0 29.5 13.9 34.8 1.6 6.9 47.5 5.5 Cycle Q Clear(g_c), s 8.0 0.0 27.1 6.7 0.0 29.5 13.9 34.8 1.6 6.9 47.5 5.5 Prop In Lane 1.00 0.39 1.00 0.21 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 235 0 495 234 0 465 268 1529 682 270 1407 628 V/C Ratio(X) 0.72 0.00 0.85 0.59 0.00 0.96 0.99 0.78 0.05 0.65 1.04 0.18 Avail Cap(c_a), veh/h 235 0 495 234 0 465 268 1529 682 286 1407 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.1 0.0 40.7 32.4 0.0 44.0 38.6 29.4 19.9 24.5 36.2 23.5 Incr Delay (d2), s/veh 10.4 0.0 12.8 3.7 0.0 32.2 53.0 4.1 0.1 4.8 34.5 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 4.0 0.0 13.1 3.1 0.0 16.9 11.5 14.4 0.6 3.0 25.5 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.5 0.0 53.5 36.2 0.0 76.2 91.6 33.5 20.1 29.3 70.8 24.2 LnGrp LOS D A D D A E F C C C F C Approach Vol, veh/h 589 585 1501 1748 Approach Delay, s/veh 50.0 66.8 43.5 63.7 Approach LOS D E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 53.0 11.0 39.0 12.9 57.1 14.0 36.0 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 13.0 46.5 7.0 33.0 10.0 49.5 10.0 30.0 Max Q Clear Time (g_c+I1), s 15.9 49.5 8.7 29.1 8.9 36.8 10.0 31.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.9 0.0 6.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 55.4 HCM 6th LOS E Timing Report, Sorted By Phase Recent PM 3: College Avenue & Trilby Road 11/04/2019 Synchro 10 Light Report recent pm.syn 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) 17 53 11 39 14 56 14 36 Maximum Split (%) 14.2% 44.2% 9.2% 32.5% 11.7% 46.7% 11.7% 30.0% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 67.5 84.5 17.5 28.5 67.5 81.5 17.5 31.5 End Time (s) 84.5 17.5 28.5 67.5 81.5 17.5 31.5 67.5 Yield/Force Off (s) 80.5 11 24.5 61.5 77.5 11 27.5 61.5 Yield/Force Off 170(s) 80.5 1 24.5 41.5 77.5 1 27.5 40.5 Local Start Time (s) 56.5 73.5 6.5 17.5 56.5 70.5 6.5 20.5 Local Yield (s) 69.5 0 13.5 50.5 66.5 0 16.5 50.5 Local Yield 170(s) 69.5 110 13.5 30.5 66.5 110 16.5 29.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 11 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Recent PM 3: College Avenue & Trilby Road 11/04/2019 Synchro 10 Light Report recent pm.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 170 443 137 458 266 1199 99 176 1461 271 v/c Ratio 0.75 0.86 0.66 0.97 0.98 0.80 0.14 0.76 1.04 0.35 Control Delay 46.3 55.6 41.0 77.4 86.4 18.4 0.8 44.1 72.1 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 55.6 41.0 77.4 86.4 18.4 0.8 44.1 72.1 5.5 Queue Length 50th (ft) 88 306 69 345 133 432 2 72 ~645 12 Queue Length 95th (ft) #178 #487 #123 #559 m#317 494 m3 #179 #784 67 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 200 275 150 300 325 Base Capacity (vph) 228 515 209 473 271 1497 727 235 1400 774 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.75 0.86 0.66 0.97 0.98 0.80 0.14 0.75 1.04 0.35 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Recent PM 3: College Avenue & Trilby Road Adjusted Timing 11/13/2019 Synchro 10 Light Report recent pm adj.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Future Volume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 170 257 162 137 353 95 266 1199 38 176 1461 109 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 206 295 186 209 367 99 283 1590 709 280 1436 641 Arrive On Green 0.08 0.28 0.27 0.06 0.26 0.25 0.13 0.45 0.45 0.08 0.40 0.40 Sat Flow, veh/h 1781 1073 676 1781 1420 382 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 170 0 419 137 0 448 266 1199 38 176 1461 109 Grp Sat Flow(s),veh/h/ln 1781 0 1749 1781 0 1802 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.3 0.0 27.4 6.8 0.0 29.5 13.7 33.8 1.6 6.8 48.5 5.3 Cycle Q Clear(g_c), s 8.3 0.0 27.4 6.8 0.0 29.5 13.7 33.8 1.6 6.8 48.5 5.3 Prop In Lane 1.00 0.39 1.00 0.21 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 0 481 209 0 465 283 1590 709 280 1436 641 V/C Ratio(X) 0.83 0.00 0.87 0.66 0.00 0.96 0.94 0.75 0.05 0.63 1.02 0.17 Avail Cap(c_a), veh/h 206 0 481 209 0 465 283 1590 709 298 1436 641 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 41.7 33.5 0.0 44.0 38.1 27.6 18.8 23.2 35.7 22.9 Incr Delay (d2), s/veh 23.4 0.0 15.9 7.2 0.0 32.2 38.0 3.4 0.1 3.8 28.1 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 4.8 0.0 13.6 3.3 0.0 16.9 6.4 13.8 0.6 2.9 24.7 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.3 0.0 57.5 40.7 0.0 76.2 76.0 31.0 18.9 27.0 63.9 23.4 LnGrp LOS E A E D A E E C B C F C Approach Vol, veh/h 589 585 1503 1746 Approach Delay, s/veh 57.2 67.9 38.7 57.6 Approach LOS E E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 54.0 10.0 38.0 12.8 59.2 12.0 36.0 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 14.0 47.5 6.0 32.0 10.0 51.5 8.0 30.0 Max Q Clear Time (g_c+I1), s 15.7 50.5 8.8 29.4 8.8 35.8 10.3 31.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 6.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 52.5 HCM 6th LOS D Timing Report, Sorted By Phase Recent PM 3: College Avenue & Trilby Road Adjusted Timing 11/13/2019 Synchro 10 Light Report recent pm adj.syn 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) 18 54 10 38 14 58 12 36 Maximum Split (%) 15.0% 45.0% 8.3% 31.7% 11.7% 48.3% 10.0% 30.0% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 54.5 72.5 6.5 16.5 54.5 68.5 6.5 18.5 End Time (s) 72.5 6.5 16.5 54.5 68.5 6.5 18.5 54.5 Yield/Force Off (s) 68.5 0 12.5 48.5 64.5 0 14.5 48.5 Yield/Force Off 170(s) 68.5 110 12.5 28.5 64.5 110 14.5 27.5 Local Start Time (s) 54.5 72.5 6.5 16.5 54.5 68.5 6.5 18.5 Local Yield (s) 68.5 0 12.5 48.5 64.5 0 14.5 48.5 Local Yield 170(s) 68.5 110 12.5 28.5 64.5 110 14.5 27.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 0 (0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Recent PM 3: College Avenue & Trilby Road Adjusted Timing 11/13/2019 Synchro 10 Light Report recent pm adj.syn Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 170 443 137 458 266 1199 99 176 1461 271 v/c Ratio 0.86 0.88 0.75 0.97 0.93 0.77 0.13 0.73 1.02 0.34 Control Delay 64.6 59.4 52.9 77.6 84.5 15.1 1.3 37.5 65.1 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.6 59.4 52.9 77.6 84.5 15.1 1.3 37.5 65.1 5.2 Queue Length 50th (ft) 90 310 71 345 168 125 0 62 ~632 11 Queue Length 95th (ft) #203 #498 #137 #559 m#282 185 m7 #160 #772 64 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 200 275 150 300 325 Base Capacity (vph) 198 501 183 473 286 1557 752 246 1430 787 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.86 0.88 0.75 0.97 0.93 0.77 0.13 0.72 1.02 0.34 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Recent AM 6: College Avenue & Triangle Drive 11/04/2019 Synchro 10 Light Report recent am.syn Intersection Int Delay, s/veh 8.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 66 89 27 1301 980 25 Future Vol, veh/h 66 89 27 1301 980 25 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 425 - - 500 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 73 99 30 1446 1089 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1872 545 1117 0 - 0 Stage 1 1089 ----- Stage 2 783 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver ~ 64 482 621 - - - Stage 1 284 ----- Stage 2 411 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 61 482 621 - - - Mov Cap-2 Maneuver ~ 61 ----- Stage 1 270 ----- Stage 2 411 ----- Approach EB NB SB HCM Control Delay, s 133.4 0.2 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 621 - 61 482 - - HCM Lane V/C Ratio 0.048 - 1.202 0.205 - - HCM Control Delay (s) 11.1 - 293.9 14.4 - - HCM Lane LOS B - F B - - HCM 95th %tile Q(veh) 0.2 - 6.1 0.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC Recent PM 6: College Avenue & Triangle Drive 11/04/2019 Synchro 10 Light Report recent pm.syn Intersection Int Delay, s/veh 16.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 38 50 120 1421 1550 101 Future Vol, veh/h 38 50 120 1421 1550 101 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 425 - - 500 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 2 22222 Mvmt Flow 39 52 124 1465 1598 104 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2579 799 1702 0 - 0 Stage 1 1598 ----- Stage 2 981 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver ~ 21 328 370 - - - Stage 1 151 ----- Stage 2 324 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 14 328 370 - - - Mov Cap-2 Maneuver ~ 14 ----- Stage 1 100 ----- Stage 2 324 ----- Approach EB NB SB HCM Control Delay, s$ 599.7 1.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 370 - 14 328 - - HCM Lane V/C Ratio 0.334 - 2.798 0.157 - - HCM Control Delay (s) 19.5 -$ 1365 18 - - HCM Lane LOS C - F C - - HCM 95th %tile Q(veh) 1.4 - 5.7 0.6 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC Recent AM 13: Avondale Road/Constellation Drive & Trilby Road 11/04/2019 Synchro 10 Light Report recent am.syn Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 582 81 40 377 23 56 4 180 12 1 35 Future Vol, veh/h 50 582 81 40 377 23 56 4 180 12 1 35 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 ----60--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 53 619 86 43 401 24 60 4 191 13 1 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 425 0 0 705 0 0 1286 1279 662 1365 1310 413 Stage 1 ------768768-499499- Stage 2 ------518511-866811- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1134 - - 893 - - 141 166 462 125 159 639 Stage 1 ------394411-554544- Stage 2 ------541537-348393- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1134 - - 893 - - 123 151 462 67 144 639 Mov Cap-2 Maneuver ------123151-67144- Stage 1 ------375392-528518- Stage 2 ------484511-192375- Approach EB WB NB SB HCM Control Delay, s 0.6 0.8 28.8 29.2 HCM LOS D D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 125 462 1134 - - 893 - - 199 HCM Lane V/C Ratio 0.511 0.414 0.047 - - 0.048 - - 0.257 HCM Control Delay (s) 60.6 18.2 8.3 - - 9.2 - - 29.2 HCM Lane LOS F C A - - A - - D HCM 95th %tile Q(veh) 2.4 2 0.1 - - 0.1 - - 1 HCM 6th TWSC Recent PM 13: Avondale Road/Constellation Drive & Trilby Road 11/04/2019 Synchro 10 Light Report recent pm.syn Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 461 57 121 674 24 47 2 93 9 3 29 Future Vol, veh/h 32 461 57 121 674 24 47 2 93 9 3 29 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 ----60--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 22222222222 Mvmt Flow 33 480 59 126 702 25 49 2 97 9 3 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 727 0 0 539 0 0 1559 1555 510 1592 1572 715 Stage 1 ------576576-967967- Stage 2 ------983979-625605- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 876 - - 1029 - - 91 113 563 87 110 431 Stage 1 ------503502-306333- Stage 2 ------299328-473487- Platoon blocked, % - - - - Mov Cap-1 Maneuver 876 - - 1029 - - 73 95 563 62 93 431 Mov Cap-2 Maneuver ------7395-6293- Stage 1 ------484483-294292- Stage 2 ------241288-375468- Approach EB WB NB SB HCM Control Delay, s 0.5 1.3 51.5 33.6 HCM LOS F D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 74 563 876 - - 1029 - - 168 HCM Lane V/C Ratio 0.69 0.172 0.038 - - 0.122 - - 0.254 HCM Control Delay (s) 125.2 12.7 9.3 - - 9 - - 33.6 HCM Lane LOS F B A - - A - - D HCM 95th %tile Q(veh) 3.2 0.6 0.1 - - 0.4 - - 1 HCM 6th TWSC Recent AM 7: Triangle Drive & Strasburg Drive 11/04/2019 Synchro 10 Light Report recent am.syn Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 114 33 19 41 0 Future Vol, veh/h 0 114 33 19 41 0 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 120 35 20 43 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 55 0 - 0 165 45 Stage 1 - - - - 45 - Stage 2 - - - - 120 - 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 1550 - - - 826 1025 Stage 1 - - - - 977 - Stage 2 - - - - 905 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1550 - - - 826 1025 Mov Cap-2 Maneuver - - - - 826 - Stage 1 - - - - 977 - Stage 2 - - - - 905 - Approach EB WB SB HCM Control Delay, s 0 0 9.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1550 - - - 826 HCM Lane V/C Ratio ----0.052 HCM Control Delay (s) 0 - - - 9.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC Recent PM 7: Triangle Drive & Strasburg Drive 11/04/2019 Synchro 10 Light Report recent pm.syn Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 66 161 60 22 3 Future Vol, veh/h 5 66 161 60 22 3 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 88 88 88 88 88 88 Heavy Vehicles, % 2 22222 Mvmt Flow 6 75 183 68 25 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 251 0 - 0 304 217 Stage 1 - - - - 217 - Stage 2 - - - - 87 - 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 1314 - - - 688 823 Stage 1 - - - - 819 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1314 - - - 685 823 Mov Cap-2 Maneuver - - - - 685 - Stage 1 - - - - 815 - Stage 2 - - - - 936 - Approach EB WB SB HCM Control Delay, s 0.5 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1314 - - - 699 HCM Lane V/C Ratio 0.004 - - - 0.041 HCM Control Delay (s) 7.8 0 - - 10.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th Roundabout Recent AM 8: Avondale Road & Triangle Drive 11/04/2019 Synchro 10 Light Report recent am.syn Intersection Intersection Delay, s/veh 3.3 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 108 64 0 46 Demand Flow Rate, veh/h 111 66 0 47 Vehicles Circulating, veh/h 41 29 152 32 Vehicles Exiting, veh/h 38 123 0 63 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.5 3.1 0.0 3.0 Approach LOS A A - A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 111 66 0 47 Cap Entry Lane, veh/h 1323 1340 1182 1336 Entry HV Adj Factor 0.977 0.975 1.000 0.979 Flow Entry, veh/h 108 64 0 46 Cap Entry, veh/h 1292 1307 1182 1307 V/C Ratio 0.084 0.049 0.000 0.035 Control Delay, s/veh 3.5 3.1 3.0 3.0 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Recent AM 8: Avondale Road & Triangle Drive 11/04/2019 Synchro 10 Light Report recent am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.930 0.982 Flt Protected 0.987 0.958 Satd. Flow (prot) 0 1839 0 0 1732 0 0 1863 0 0 1752 0 Flt Permitted 0.987 0.958 Satd. Flow (perm) 0 1839 0 0 1732 0 0 1863 0 0 1752 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Recent PM 8: Avondale Road & Triangle Drive 11/04/2019 Synchro 10 Light Report recent pm.syn Intersection Intersection Delay, s/veh 3.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 73 200 0 59 Demand Flow Rate, veh/h 74 204 0 61 Vehicles Circulating, veh/h 32 21 106 100 Vehicles Exiting, veh/h 129 85 0 125 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.2 4.0 0.0 3.4 Approach LOS A A - A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 74 204 0 61 Cap Entry Lane, veh/h 1336 1351 1238 1246 Entry HV Adj Factor 0.986 0.981 1.000 0.967 Flow Entry, veh/h 73 200 0 59 Cap Entry, veh/h 1317 1324 1238 1205 V/C Ratio 0.055 0.151 0.000 0.049 Control Delay, s/veh 3.2 4.0 2.9 3.4 LOS AAAA 95th %tile Queue, veh 0100 Lanes and Geometrics Recent PM 8: Avondale Road & Triangle Drive 11/04/2019 Synchro 10 Light Report recent pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.931 0.936 Flt Protected 0.986 0.974 Satd. Flow (prot) 0 1837 0 0 1734 0 0 1863 0 0 1698 0 Flt Permitted 0.986 0.974 Satd. Flow (perm) 0 1837 0 0 1734 0 0 1863 0 0 1698 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Recent AM 12: Avondale Road & Strasburg Drive 11/04/2019 Synchro 10 Light Report recent am.syn Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 92 129 130 Demand Flow Rate, veh/h 94 131 133 Vehicles Circulating, veh/h 126 45 13 Vehicles Exiting, veh/h 50 101 207 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.7 3.6 3.5 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 94 131 133 Cap Entry Lane, veh/h 1213 1318 1362 Entry HV Adj Factor 0.979 0.981 0.980 Flow Entry, veh/h 92 129 130 Cap Entry, veh/h 1188 1293 1334 V/C Ratio 0.077 0.099 0.098 Control Delay, s/veh 3.7 3.6 3.5 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Recent AM 12: Avondale Road & Strasburg Drive 11/04/2019 Synchro 10 Light Report recent am.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.884 0.995 Flt Protected 0.993 0.983 Satd. Flow (prot) 1635 0 1853 0 0 1831 Flt Permitted 0.993 0.983 Satd. Flow (perm) 1635 0 1853 0 0 1831 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other HCM 6th Roundabout Recent PM 12: Avondale Road & Strasburg Drive 11/04/2019 Synchro 10 Light Report recent pm.syn Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 58 71 180 Demand Flow Rate, veh/h 59 72 184 Vehicles Circulating, veh/h 68 98 4 Vehicles Exiting, veh/h 102 90 123 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.2 3.4 3.8 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 59 72 184 Cap Entry Lane, veh/h 1287 1249 1374 Entry HV Adj Factor 0.983 0.981 0.980 Flow Entry, veh/h 58 71 180 Cap Entry, veh/h 1266 1225 1347 V/C Ratio 0.046 0.058 0.134 Control Delay, s/veh 3.2 3.4 3.8 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Recent PM 12: Avondale Road & Strasburg Drive 11/04/2019 Synchro 10 Light Report recent pm.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.874 0.992 Flt Protected 0.997 0.974 Satd. Flow (prot) 1623 0 1848 0 0 1814 Flt Permitted 0.997 0.974 Satd. Flow (perm) 1623 0 1848 0 0 1814 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 20 C > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach Leg Any Movement Signalized D1 E E2 Unsignalized E3 F4 Arterial/Arterial Collector/Collector Unsignalized D3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E3,5 E5,4 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighed average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS APPENDIX D Page 1 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB Site Code: AVO01-SN-18B Date Start: 17-Oct-18 Date End: 17-Oct-18 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study SB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 10/17/18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 01:00 0 0 0 0 0 0 0 2 0 1 0 1 0 0 4 22-31 3 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 03:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 2 *1 04:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 05:00 0 0 0 0 0 0 1 2 0 0 2 0 0 0 5 19-28 3 06:00 3 0 0 0 0 0 3 3 6 6 2 2 0 0 25 21-30 16 07:00 6 0 0 0 0 0 6 20 22 18 2 0 1 1 76 21-30 62 08:00 1 0 0 0 0 1 6 13 26 28 19 5 1 0 100 24-33 77 09:00 2 0 0 0 1 0 8 8 12 24 9 4 2 0 70 24-33 48 10:00 1 0 0 0 1 0 4 4 7 15 5 3 1 0 41 24-33 28 11:00 1 0 0 0 1 4 5 8 15 21 8 2 1 0 66 22-31 47 12 PM 1 0 0 0 1 0 1 11 15 25 14 4 1 0 73 24-33 58 13:00 0 0 0 0 0 0 2 1 21 31 8 2 1 0 66 25-34 61 14:00 0 0 0 0 0 2 5 14 30 19 11 0 0 0 81 22-31 67 15:00 0 0 0 0 0 1 4 14 30 33 11 5 2 0 100 22-31 81 16:00 2 0 1 0 0 6 11 21 39 26 11 2 0 0 119 21-30 90 17:00 1 0 0 0 2 4 8 25 48 22 12 2 0 0 124 22-31 99 18:00 0 0 0 0 1 2 11 17 28 12 7 2 0 0 80 21-30 61 19:00 0 0 0 1 1 0 2 9 22 14 5 1 0 0 55 22-31 47 20:00 1 0 1 0 0 4 3 12 13 12 9 1 1 0 57 22-31 40 21:00 1 0 0 0 1 0 1 2 9 5 6 0 1 0 26 24-33 21 22:00 0 0 0 0 0 1 0 2 4 5 0 0 0 0 12 21-30 11 23:00 1 0 0 0 0 1 0 0 5 5 1 0 0 0 13 23-32 11 Total 22 0 2 1 9 26 82 189 352 322 142 36 12 1 1196 Percent 1.8%0.0%0.2%0.1%0.8%2.2%6.9%15.8%29.4%26.9%11.9%3.0%1.0%0.1% AM Peak 07:00 09:00 11:00 09:00 07:00 08:00 08:00 08:00 08:00 09:00 07:00 08:00 Vol.6 1 4 8 20 26 28 19 5 2 1 100 PM Peak 16:00 16:00 19:00 17:00 16:00 16:00 17:00 17:00 15:00 12:00 15:00 15:00 17:00 Vol.2 1 1 2 6 11 25 48 33 14 5 2 124 Total 22 0 2 1 9 26 82 189 352 322 142 36 12 1 1196 Percent 1.8%0.0%0.2%0.1%0.8%2.2%6.9%15.8%29.4%26.9%11.9%3.0%1.0%0.1% 15th Percentile : 21 MPH 50th Percentile : 26 MPH 85th Percentile : 30 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 910 Percent in Pace : 76.1% Number of Vehicles > 25 MPH : 748 Percent of Vehicles > 25 MPH : 62.5% Mean Speed(Average) : 26 MPH Page 2 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB Site Code: AVO01-SN-18B Date Start: 17-Oct-18 Date End: 17-Oct-18 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study NB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 10/17/18 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 02:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 03:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 04:00 0 0 0 0 0 0 2 3 1 3 1 0 0 0 10 21-30 8 05:00 1 0 0 0 0 0 1 0 10 5 1 1 0 0 19 25-34 16 06:00 1 0 0 0 0 0 4 8 19 8 6 1 0 0 47 22-31 37 07:00 5 0 0 0 1 0 2 26 44 27 8 1 0 0 114 22-31 100 08:00 6 0 0 0 0 5 8 31 45 30 18 1 1 1 146 22-31 112 09:00 1 0 0 0 2 3 9 19 43 20 12 5 0 0 114 22-31 86 10:00 1 0 0 0 0 1 12 8 16 24 3 1 0 0 66 21-30 52 11:00 2 0 0 0 0 3 5 16 30 26 9 3 0 0 94 22-31 75 12 PM 3 0 0 0 0 1 1 14 22 17 6 1 1 0 66 22-31 55 13:00 2 0 0 0 1 1 3 11 28 18 4 1 2 0 71 22-31 58 14:00 2 0 0 0 0 1 6 15 22 12 7 1 0 0 66 22-31 51 15:00 1 0 0 0 0 0 3 26 44 19 8 2 0 0 103 22-31 92 16:00 5 0 0 0 2 6 10 31 25 18 17 4 0 0 118 22-31 80 17:00 1 0 0 1 2 1 9 19 49 22 1 0 1 0 106 21-30 93 18:00 0 0 0 0 1 1 9 24 29 13 6 3 0 1 87 21-30 69 19:00 0 0 0 0 0 2 3 11 13 7 5 0 0 0 41 22-31 33 20:00 0 0 0 0 0 2 8 4 3 6 1 0 0 0 24 19-28 17 21:00 1 0 0 0 0 0 1 2 3 1 3 0 0 0 11 24-33 8 22:00 0 0 0 0 0 1 0 5 3 0 1 1 0 0 11 22-31 8 23:00 0 0 0 0 0 2 1 1 1 1 0 0 0 0 6 16-25 4 Total 32 0 0 1 9 30 97 276 450 278 117 26 5 2 1323 Percent 2.4%0.0%0.0%0.1%0.7%2.3%7.3%20.9%34.0%21.0%8.8%2.0%0.4%0.2% AM Peak 08:00 09:00 08:00 10:00 08:00 08:00 08:00 08:00 09:00 08:00 08:00 08:00 Vol.6 2 5 12 31 45 30 18 5 1 1 146 PM Peak 16:00 17:00 16:00 16:00 16:00 16:00 17:00 17:00 16:00 16:00 13:00 18:00 16:00 Vol.5 1 2 6 10 31 49 22 17 4 2 1 118 Total 32 0 0 1 9 30 97 276 450 278 117 26 5 2 1323 Percent 2.4%0.0%0.0%0.1%0.7%2.3%7.3%20.9%34.0%21.0%8.8%2.0%0.4%0.2% 15th Percentile : 21 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1043 Percent in Pace : 78.8% Number of Vehicles > 25 MPH : 728 Percent of Vehicles > 25 MPH : 55.0% Mean Speed(Average) : 25 MPH Page 3 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB Site Code: AVO01-SN-18B Date Start: 17-Oct-18 Date End: 17-Oct-18 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study SB, NB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 10/17/18 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 01:00 0 0 0 0 0 0 0 2 0 1 0 1 0 0 4 22-31 3 02:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 03:00 1 0 0 0 0 0 1 1 0 0 0 0 0 0 3 19-28 2 04:00 0 0 0 0 0 0 2 4 1 3 1 0 0 0 11 21-30 9 05:00 1 0 0 0 0 0 2 2 10 5 3 1 0 0 24 24-33 19 06:00 4 0 0 0 0 0 7 11 25 14 8 3 0 0 72 22-31 53 07:00 11 0 0 0 1 0 8 46 66 45 10 1 1 1 190 22-31 160 08:00 7 0 0 0 0 6 14 44 71 58 37 6 2 1 246 22-31 185 09:00 3 0 0 0 3 3 17 27 55 44 21 9 2 0 184 22-31 133 10:00 2 0 0 0 1 1 16 12 23 39 8 4 1 0 107 21-30 79 11:00 3 0 0 0 1 7 10 24 45 47 17 5 1 0 160 22-31 122 12 PM 4 0 0 0 1 1 2 25 37 42 20 5 2 0 139 22-31 111 13:00 2 0 0 0 1 1 5 12 49 49 12 3 3 0 137 22-31 114 14:00 2 0 0 0 0 3 11 29 52 31 18 1 0 0 147 22-31 118 15:00 1 0 0 0 0 1 7 40 74 52 19 7 2 0 203 22-31 172 16:00 7 0 1 0 2 12 21 52 64 44 28 6 0 0 237 22-31 169 17:00 2 0 0 1 4 5 17 44 97 44 13 2 1 0 230 21-30 191 18:00 0 0 0 0 2 3 20 41 57 25 13 5 0 1 167 21-30 130 19:00 0 0 0 1 1 2 5 20 35 21 10 1 0 0 96 22-31 79 20:00 1 0 1 0 0 6 11 16 16 18 10 1 1 0 81 21-30 54 21:00 2 0 0 0 1 0 2 4 12 6 9 0 1 0 37 24-33 28 22:00 0 0 0 0 0 2 0 7 7 5 1 1 0 0 23 22-31 19 23:00 1 0 0 0 0 3 1 1 6 6 1 0 0 0 19 24-33 13 Total 54 0 2 2 18 56 179 465 802 600 259 62 17 3 2519 Percent 2.1%0.0%0.1%0.1%0.7%2.2%7.1%18.5%31.8%23.8%10.3%2.5%0.7%0.1% AM Peak 07:00 09:00 11:00 09:00 07:00 08:00 08:00 08:00 09:00 08:00 07:00 08:00 Vol.11 3 7 17 46 71 58 37 9 2 1 246 PM Peak 16:00 16:00 17:00 17:00 16:00 16:00 16:00 17:00 15:00 16:00 15:00 13:00 18:00 16:00 Vol.7 1 1 4 12 21 52 97 52 28 7 3 1 237 Total 54 0 2 2 18 56 179 465 802 600 259 62 17 3 2519 Percent 2.1%0.0%0.1%0.1%0.7%2.2%7.1%18.5%31.8%23.8%10.3%2.5%0.7%0.1% 15th Percentile : 21 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1953 Percent in Pace : 77.5% Number of Vehicles > 25 MPH : 1476 Percent of Vehicles > 25 MPH : 58.6% Mean Speed(Average) : 26 MPH Page 1 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB Avondale btwn Trilby and Triangle Site Code: AVO01-NS-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study NB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 11/06/19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 01:00 0 0 0 0 0 0 0 1 0 1 0 0 0 0 2 20-29 2 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 03:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 04:00 0 0 0 0 0 0 0 3 4 0 0 1 0 0 8 18-27 7 05:00 1 0 0 0 0 1 4 1 10 3 3 0 0 0 23 24-33 16 06:00 2 0 0 0 0 2 3 16 25 11 3 0 0 0 62 21-30 53 07:00 4 0 0 0 0 2 6 36 47 35 8 2 1 0 141 22-31 121 08:00 0 0 0 0 3 5 11 38 70 29 11 0 0 0 167 21-30 141 09:00 0 0 0 0 1 1 7 11 30 12 2 0 0 0 64 21-30 55 10:00 1 0 0 0 1 1 5 14 30 12 2 1 0 0 67 21-30 58 11:00 0 1 0 0 4 3 8 15 23 13 8 2 0 0 77 21-30 54 12 PM 2 0 0 0 1 3 3 25 13 11 1 2 1 0 62 21-30 50 13:00 3 0 0 2 1 1 10 20 14 10 3 0 0 0 64 21-30 47 14:00 2 0 0 0 0 2 4 24 20 11 3 0 0 0 66 21-30 56 15:00 7 0 0 2 3 8 16 27 31 11 0 1 0 0 106 19-28 78 16:00 1 1 0 0 0 4 16 40 43 19 3 0 0 0 127 21-30 107 17:00 3 0 0 0 1 1 4 14 16 20 3 3 1 0 66 21-30 51 18:00 0 0 0 0 0 4 4 20 27 9 4 0 0 0 68 22-31 57 19:00 0 0 0 0 0 1 7 10 13 7 2 1 0 0 41 21-30 32 20:00 0 0 0 0 0 3 3 7 8 2 2 1 0 0 26 18-27 19 21:00 0 0 0 0 0 1 2 2 7 2 2 0 0 0 16 19-28 12 22:00 0 0 0 0 0 0 2 2 0 0 0 0 0 0 4 15-24 4 23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** Total 26 2 0 4 15 43 115 327 431 218 60 14 3 0 1258 Percent 2.1%0.2%0.0%0.3%1.2%3.4%9.1%26.0%34.3%17.3%4.8%1.1%0.2%0.0% AM Peak 07:00 11:00 11:00 08:00 08:00 08:00 08:00 07:00 08:00 07:00 07:00 08:00 Vol.4 1 4 5 11 38 70 35 11 2 1 167 PM Peak 15:00 16:00 13:00 15:00 15:00 15:00 16:00 16:00 17:00 18:00 17:00 12:00 16:00 Vol.7 1 2 3 8 16 40 43 20 4 3 1 127 Total 26 2 0 4 15 43 115 327 431 218 60 14 3 0 1258 Percent 2.1%0.2%0.0%0.3%1.2%3.4%9.1%26.0%34.3%17.3%4.8%1.1%0.2%0.0% 15th Percentile : 20 MPH 50th Percentile : 24 MPH 85th Percentile : 28 MPH 95th Percentile : 30 MPH Stats 10 MPH Pace Speed : 21-30 MPH Number in Pace : 1014 Percent in Pace : 80.6% Number of Vehicles > 25 MPH : 582 Percent of Vehicles > 25 MPH : 46.3% Mean Speed(Average) : 25 MPH Page 2 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB Avondale btwn Trilby and Triangle Site Code: AVO01-NS-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study SB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 11/06/19 0 0 0 0 0 0 0 3 3 1 0 0 0 0 7 20-29 7 01:00 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 15-24 2 02:00 0 0 0 0 0 0 1 0 1 0 0 0 0 0 2 17-26 2 03:00 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 11-20 1 04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 05:00 0 0 0 0 0 0 0 2 3 2 0 1 0 0 8 21-30 7 06:00 1 0 0 0 0 2 2 12 8 5 0 1 0 0 31 21-30 26 07:00 1 0 0 0 0 2 1 15 27 16 1 1 0 0 64 22-31 58 08:00 2 0 1 0 0 2 6 31 44 24 1 0 0 0 111 21-30 101 09:00 0 0 0 0 0 0 2 9 12 10 5 0 0 0 38 22-31 33 10:00 0 0 0 1 1 2 4 13 14 4 3 2 0 0 44 21-30 32 11:00 1 0 0 0 2 2 9 21 13 9 1 1 0 0 59 21-30 46 12 PM 3 0 0 0 0 3 10 24 8 8 0 1 1 1 59 19-28 45 13:00 1 0 0 0 0 6 7 15 15 9 0 0 0 0 53 21-30 41 14:00 2 0 0 1 0 5 14 42 29 8 2 0 2 0 105 19-28 88 15:00 3 0 0 0 3 3 17 31 24 7 0 0 0 0 88 19-28 74 16:00 1 0 0 1 2 7 15 34 46 8 3 0 0 0 117 19-28 98 17:00 2 0 0 1 0 3 13 45 54 23 4 1 1 0 147 21-30 126 18:00 0 0 0 0 2 1 7 23 21 8 2 0 0 0 64 21-30 54 19:00 0 0 0 0 1 1 4 16 12 7 2 0 0 0 43 21-30 36 20:00 0 0 0 0 0 1 8 19 19 10 0 0 0 0 57 21-30 51 21:00 0 0 0 0 0 1 1 2 7 8 1 0 0 0 20 23-32 17 22:00 0 0 0 0 0 0 1 4 2 2 0 0 0 0 9 21-30 8 23:00 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3 21-30 3 Total 17 0 1 4 11 41 123 363 363 171 25 8 4 1 1132 Percent 1.5%0.0%0.1%0.4%1.0%3.6%10.9%32.1%32.1%15.1%2.2%0.7%0.4%0.1% AM Peak 08:00 08:00 10:00 11:00 06:00 11:00 08:00 08:00 08:00 09:00 10:00 08:00 Vol.2 1 1 2 2 9 31 44 24 5 2 111 PM Peak 12:00 14:00 15:00 16:00 15:00 17:00 17:00 17:00 17:00 12:00 14:00 12:00 17:00 Vol.3 1 3 7 17 45 54 23 4 1 2 1 147 Total 17 0 1 4 11 41 123 363 363 171 25 8 4 1 1132 Percent 1.5%0.0%0.1%0.4%1.0%3.6%10.9%32.1%32.1%15.1%2.2%0.7%0.4%0.1% 15th Percentile : 20 MPH 50th Percentile : 24 MPH 85th Percentile : 27 MPH 95th Percentile : 29 MPH Stats 10 MPH Pace Speed : 21-30 MPH Number in Pace : 938 Percent in Pace : 82.9% Number of Vehicles > 25 MPH : 451 Percent of Vehicles > 25 MPH : 39.8% Mean Speed(Average) : 24 MPH Page 3 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB Avondale btwn Trilby and Triangle Site Code: AVO01-NS-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study NB, SB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 11/06/19 0 0 0 0 0 0 0 3 3 1 0 0 0 0 7 20-29 7 01:00 0 0 0 0 0 0 0 3 0 1 0 0 0 0 4 22-31 4 02:00 0 0 0 0 0 0 1 0 1 0 0 0 0 0 2 17-26 2 03:00 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 14-23 2 04:00 0 0 0 0 0 0 0 3 4 0 0 1 0 0 8 18-27 7 05:00 1 0 0 0 0 1 4 3 13 5 3 1 0 0 31 21-30 22 06:00 3 0 0 0 0 4 5 28 33 16 3 1 0 0 93 21-30 79 07:00 5 0 0 0 0 4 7 51 74 51 9 3 1 0 205 22-31 179 08:00 2 0 1 0 3 7 17 69 114 53 12 0 0 0 278 21-30 242 09:00 0 0 0 0 1 1 9 20 42 22 7 0 0 0 102 21-30 87 10:00 1 0 0 1 2 3 9 27 44 16 5 3 0 0 111 21-30 90 11:00 1 1 0 0 6 5 17 36 36 22 9 3 0 0 136 21-30 100 12 PM 5 0 0 0 1 6 13 49 21 19 1 3 2 1 121 21-30 93 13:00 4 0 0 2 1 7 17 35 29 19 3 0 0 0 117 21-30 89 14:00 4 0 0 1 0 7 18 66 49 19 5 0 2 0 171 20-29 140 15:00 10 0 0 2 6 11 33 58 55 18 0 1 0 0 194 19-28 152 16:00 2 1 0 1 2 11 31 74 89 27 6 0 0 0 244 19-28 203 17:00 5 0 0 1 1 4 17 59 70 43 7 4 2 0 213 21-30 178 18:00 0 0 0 0 2 5 11 43 48 17 6 0 0 0 132 21-30 112 19:00 0 0 0 0 1 2 11 26 25 14 4 1 0 0 84 21-30 69 20:00 0 0 0 0 0 4 11 26 27 12 2 1 0 0 83 21-30 69 21:00 0 0 0 0 0 2 3 4 14 10 3 0 0 0 36 21-30 29 22:00 0 0 0 0 0 0 3 6 2 2 0 0 0 0 13 19-28 12 23:00 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3 21-30 3 Total 43 2 1 8 26 84 238 690 794 389 85 22 7 1 2390 Percent 1.8%0.1%0.0%0.3%1.1%3.5%10.0%28.9%33.2%16.3%3.6%0.9%0.3%0.0% AM Peak 07:00 11:00 08:00 10:00 11:00 08:00 08:00 08:00 08:00 08:00 08:00 07:00 07:00 08:00 Vol.5 1 1 1 6 7 17 69 114 53 12 3 1 278 PM Peak 15:00 16:00 13:00 15:00 15:00 15:00 16:00 16:00 17:00 17:00 17:00 12:00 12:00 16:00 Vol.10 1 2 6 11 33 74 89 43 7 4 2 1 244 Total 43 2 1 8 26 84 238 690 794 389 85 22 7 1 2390 Percent 1.8%0.1%0.0%0.3%1.1%3.5%10.0%28.9%33.2%16.3%3.6%0.9%0.3%0.0% 15th Percentile : 20 MPH 50th Percentile : 24 MPH 85th Percentile : 28 MPH 95th Percentile : 29 MPH Stats 10 MPH Pace Speed : 21-30 MPH Number in Pace : 1952 Percent in Pace : 81.7% Number of Vehicles > 25 MPH : 1033 Percent of Vehicles > 25 MPH : 43.2% Mean Speed(Average) : 24 MPH Page 1 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study EB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 04/27/16 ***************** 01:00 ***************** 02:00 ***************** 03:00 ***************** 04:00 ***************** 05:00 ***************** 06:00 ***************** 07:00 ***************** 08:00 ***************** 09:00 ***************** 10:00 ***************** 11:00 ***************** 12 PM 1 0 0 0 0 0 0 2 14 15 21 7 3 0 63 25-34 52 13:00 1 0 0 0 0 0 2 4 7 15 29 14 1 0 73 27-36 60 14:00 0 0 0 0 0 0 0 2 4 33 21 10 4 0 74 28-37 65 15:00 2 0 0 1 0 0 2 3 19 37 41 11 1 0 117 25-34 101 16:00 1 0 0 0 0 0 0 6 11 30 30 19 10 1 108 27-36 83 17:00 2 0 0 0 1 0 1 5 14 35 39 13 3 1 114 25-34 92 18:00 2 0 0 0 0 0 0 3 15 41 21 12 6 0 100 25-34 81 19:00 1 0 0 0 1 0 0 3 16 27 19 10 1 0 78 25-34 65 20:00 0 0 0 0 0 0 0 0 1 9 8 4 6 2 30 28-37 23 21:00 0 0 0 0 0 0 0 1 0 6 4 2 0 0 13 28-37 12 22:00 1 0 0 0 0 0 0 1 0 2 2 0 0 1 7 28-37 4 23:00 0 0 0 0 0 0 0 0 0 1 3 0 2 0 6 31-40 5 Total 11 0 0 1 2 0 5 30 101 251 238 102 37 5 783 Percent 1.4%0.0%0.0%0.1%0.3%0.0%0.6%3.8%12.9%32.1%30.4%13.0%4.7%0.6% AM Peak Vol. PM Peak 15:00 15:00 17:00 13:00 16:00 15:00 18:00 15:00 16:00 16:00 20:00 15:00 Vol.2 1 1 2 6 19 41 41 19 10 2 117 Page 2 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study EB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 04/28/16 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 02:00 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 26-35 1 03:00 0 0 0 0 0 0 0 0 0 2 0 1 1 0 4 29-38 3 04:00 0 0 0 0 0 0 0 1 0 5 3 1 0 1 11 26-35 9 05:00 0 0 0 0 0 0 0 4 0 13 19 9 6 1 52 28-37 43 06:00 0 0 0 0 0 0 0 2 11 33 39 28 9 0 122 27-36 104 07:00 0 0 0 0 0 0 0 3 15 60 79 37 9 0 203 27-36 181 08:00 1 0 0 0 0 1 2 2 18 49 58 19 8 0 158 26-35 132 09:00 4 0 1 0 0 0 1 7 7 28 25 18 7 1 99 28-37 73 10:00 1 0 0 0 0 0 0 3 8 17 26 6 5 1 67 25-34 53 11:00 0 0 0 0 0 0 0 5 11 17 25 13 3 1 75 27-36 59 12 PM ***************** 13:00 ***************** 14:00 ***************** 15:00 ***************** 16:00 ***************** 17:00 ***************** 18:00 ***************** 19:00 ***************** 20:00 ***************** 21:00 ***************** 22:00 ***************** 23:00 ***************** Total 6 0 1 0 0 1 3 27 70 225 274 133 48 5 793 Percent 0.8%0.0%0.1%0.0%0.0%0.1%0.4%3.4%8.8%28.4%34.6%16.8%6.1%0.6% AM Peak 09:00 09:00 08:00 08:00 09:00 08:00 07:00 07:00 07:00 06:00 04:00 07:00 Vol.4 1 1 2 7 18 60 79 37 9 1 203 PM Peak Vol. Total 17 0 1 1 2 1 8 57 171 476 512 235 85 10 1576 Percent 1.1%0.0%0.1%0.1%0.1%0.1%0.5%3.6%10.9%30.2%32.5%14.9%5.4%0.6% 15th Percentile : 26 MPH 50th Percentile : 30 MPH 85th Percentile : 34 MPH 95th Percentile : 36 MPH Stats 10 MPH Pace Speed : 27-36 MPH Number in Pace : 1280 Percent in Pace : 81.2% Number of Vehicles > 25 MPH : 1432 Percent of Vehicles > 25 MPH : 90.9% Mean Speed(Average) : 30 MPH Page 3 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study WB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 04/27/16 ***************** 01:00 ***************** 02:00 ***************** 03:00 ***************** 04:00 ***************** 05:00 ***************** 06:00 ***************** 07:00 ***************** 08:00 ***************** 09:00 ***************** 10:00 ***************** 11:00 ***************** 12 PM 2 0 0 0 0 0 4 9 27 16 23 8 6 1 96 24-33 69 13:00 2 0 0 0 0 0 7 6 20 16 15 8 5 3 82 25-34 54 14:00 1 0 0 0 0 1 2 4 21 25 29 13 3 0 99 25-34 79 15:00 3 0 0 2 2 1 5 21 32 43 36 12 5 2 164 24-33 118 16:00 3 0 0 0 0 1 4 19 38 60 39 22 6 2 194 25-34 144 17:00 1 0 0 0 1 2 6 21 66 65 50 18 5 1 236 24-33 188 18:00 4 0 0 0 0 1 5 16 42 39 40 21 2 0 170 25-34 128 19:00 2 0 0 0 0 1 2 9 34 44 20 11 3 2 128 25-34 102 20:00 0 0 0 0 0 0 3 10 25 27 27 8 2 2 104 24-33 82 21:00 0 0 0 0 0 0 0 6 11 16 13 9 5 2 62 25-34 43 22:00 0 0 0 0 0 1 0 7 11 9 5 2 1 1 37 22-31 29 23:00 0 0 0 0 0 0 0 1 2 1 5 3 2 1 15 30-39 10 Total 18 0 0 2 3 8 38 129 329 361 302 135 45 17 1387 Percent 1.3%0.0%0.0%0.1%0.2%0.6%2.7%9.3%23.7%26.0%21.8%9.7%3.2%1.2% AM Peak Vol. PM Peak 18:00 15:00 15:00 17:00 13:00 15:00 17:00 17:00 17:00 16:00 12:00 13:00 17:00 Vol.4 2 2 2 7 21 66 65 50 22 6 3 236 Page 4 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study WB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 04/28/16 0 0 0 0 0 0 0 1 1 3 3 0 0 1 9 24-33 7 01:00 0 0 0 0 0 0 0 1 1 1 0 0 0 0 3 22-31 3 02:00 0 0 0 0 0 0 0 1 0 1 2 0 0 0 4 28-37 3 03:00 0 0 0 0 0 0 0 1 0 0 1 0 0 0 2 24-33 1 04:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 05:00 0 0 0 0 0 0 1 1 1 1 0 1 0 0 5 21-30 3 06:00 0 0 0 0 0 0 1 1 4 4 1 2 0 0 13 25-34 10 07:00 3 0 0 0 0 1 0 2 14 14 6 6 1 0 47 25-34 36 08:00 2 0 0 0 0 0 3 7 9 17 14 9 6 0 67 25-34 43 09:00 5 0 0 0 0 0 0 9 9 17 9 6 2 1 58 22-31 38 10:00 2 0 0 0 0 0 1 11 14 8 7 8 1 0 52 22-31 35 11:00 0 0 0 0 0 2 6 8 16 21 12 7 4 0 76 24-33 52 12 PM ***************** 13:00 ***************** 14:00 ***************** 15:00 ***************** 16:00 ***************** 17:00 ***************** 18:00 ***************** 19:00 ***************** 20:00 ***************** 21:00 ***************** 22:00 ***************** 23:00 ***************** Total 12 0 0 0 0 3 12 43 69 88 55 39 14 2 337 Percent 3.6%0.0%0.0%0.0%0.0%0.9%3.6%12.8%20.5%26.1%16.3%11.6%4.2%0.6% AM Peak 09:00 11:00 11:00 10:00 11:00 11:00 08:00 08:00 08:00 00:00 11:00 Vol.5 2 6 11 16 21 14 9 6 1 76 PM Peak Vol. Total 30 0 0 2 3 11 50 172 398 449 357 174 59 19 1724 Percent 1.7%0.0%0.0%0.1%0.2%0.6%2.9%10.0%23.1%26.0%20.7%10.1%3.4%1.1% 15th Percentile : 23 MPH 50th Percentile : 28 MPH 85th Percentile : 32 MPH 95th Percentile : 35 MPH Stats 10 MPH Pace Speed : 25-34 MPH Number in Pace : 1262 Percent in Pace : 73.2% Number of Vehicles > 25 MPH : 1323 Percent of Vehicles > 25 MPH : 76.8% Mean Speed(Average) : 28 MPH Page 5 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study EB, WB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 04/27/16 ***************** 01:00 ***************** 02:00 ***************** 03:00 ***************** 04:00 ***************** 05:00 ***************** 06:00 ***************** 07:00 ***************** 08:00 ***************** 09:00 ***************** 10:00 ***************** 11:00 ***************** 12 PM 3 0 0 0 0 0 4 11 41 31 44 15 9 1 159 25-34 121 13:00 3 0 0 0 0 0 9 10 27 31 44 22 6 3 155 25-34 109 14:00 1 0 0 0 0 1 2 6 25 58 50 23 7 0 173 25-34 141 15:00 5 0 0 3 2 1 7 24 51 80 77 23 6 2 281 24-33 216 16:00 4 0 0 0 0 1 4 25 49 90 69 41 16 3 302 25-34 222 17:00 3 0 0 0 2 2 7 26 80 100 89 31 8 2 350 25-34 279 18:00 6 0 0 0 0 1 5 19 57 80 61 33 8 0 270 25-34 209 19:00 3 0 0 0 1 1 2 12 50 71 39 21 4 2 206 25-34 167 20:00 0 0 0 0 0 0 3 10 26 36 35 12 8 4 134 25-34 101 21:00 0 0 0 0 0 0 0 7 11 22 17 11 5 2 75 25-34 54 22:00 1 0 0 0 0 1 0 8 11 11 7 2 1 2 44 23-32 32 23:00 0 0 0 0 0 0 0 1 2 2 8 3 4 1 21 30-39 16 Total 29 0 0 3 5 8 43 159 430 612 540 237 82 22 2170 Percent 1.3%0.0%0.0%0.1%0.2%0.4%2.0%7.3%19.8%28.2%24.9%10.9%3.8%1.0% AM Peak Vol. PM Peak 18:00 15:00 15:00 17:00 13:00 17:00 17:00 17:00 17:00 16:00 16:00 20:00 17:00 Vol.6 3 2 2 9 26 80 100 89 41 16 4 350 Page 6 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study EB, WB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 04/28/16 0 0 0 0 0 0 0 1 1 4 3 0 0 1 10 24-33 8 01:00 0 0 0 0 0 0 0 1 1 1 0 0 0 0 3 22-31 3 02:00 0 0 0 0 0 0 0 1 0 1 2 1 0 0 5 26-35 4 03:00 0 0 0 0 0 0 0 1 0 2 1 1 1 0 6 28-37 4 04:00 0 0 0 0 0 0 0 1 0 6 3 1 0 1 12 26-35 10 05:00 0 0 0 0 0 0 1 5 1 14 19 10 6 1 57 28-37 45 06:00 0 0 0 0 0 0 1 3 15 37 40 30 9 0 135 27-36 112 07:00 3 0 0 0 0 1 0 5 29 74 85 43 10 0 250 27-36 212 08:00 3 0 0 0 0 1 5 9 27 66 72 28 14 0 225 26-35 175 09:00 9 0 1 0 0 0 1 16 16 45 34 24 9 2 157 27-36 108 10:00 3 0 0 0 0 0 1 14 22 25 33 14 6 1 119 24-33 85 11:00 0 0 0 0 0 2 6 13 27 38 37 20 7 1 151 25-34 109 12 PM ***************** 13:00 ***************** 14:00 ***************** 15:00 ***************** 16:00 ***************** 17:00 ***************** 18:00 ***************** 19:00 ***************** 20:00 ***************** 21:00 ***************** 22:00 ***************** 23:00 ***************** Total 18 0 1 0 0 4 15 70 139 313 329 172 62 7 1130 Percent 1.6%0.0%0.1%0.0%0.0%0.4%1.3%6.2%12.3%27.7%29.1%15.2%5.5%0.6% AM Peak 09:00 09:00 11:00 11:00 09:00 07:00 07:00 07:00 07:00 08:00 09:00 07:00 Vol.9 1 2 6 16 29 74 85 43 14 2 250 PM Peak Vol. Total 47 0 1 3 5 12 58 229 569 925 869 409 144 29 3300 Percent 1.4%0.0%0.0%0.1%0.2%0.4%1.8%6.9%17.2%28.0%26.3%12.4%4.4%0.9% 15th Percentile : 24 MPH 50th Percentile : 29 MPH 85th Percentile : 33 MPH 95th Percentile : 35 MPH Stats 10 MPH Pace Speed : 25-34 MPH Number in Pace : 2499 Percent in Pace : 75.7% Number of Vehicles > 25 MPH : 2755 Percent of Vehicles > 25 MPH : 83.5% Mean Speed(Average) : 29 MPH Page 1 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study EB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 11/06/19 1 0 0 0 0 0 0 1 3 1 0 2 0 0 8 22-31 5 01:00 0 0 0 0 0 0 0 0 1 1 0 1 0 0 3 28-37 2 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 03:00 0 0 0 0 0 0 0 0 2 0 1 0 0 0 3 25-34 3 04:00 0 0 0 0 0 0 0 4 7 5 2 0 0 0 18 22-31 17 05:00 1 0 0 0 0 0 3 6 16 19 12 1 0 0 58 24-33 49 06:00 4 0 0 0 0 2 1 20 50 23 10 0 0 0 110 22-31 96 07:00 4 0 0 0 0 0 4 28 66 67 16 0 0 0 185 22-31 166 08:00 1 0 0 0 0 0 7 28 69 59 25 6 1 0 196 22-31 164 09:00 2 0 0 0 0 0 4 17 49 37 13 4 0 1 127 22-31 107 10:00 0 0 0 0 1 0 1 8 22 32 9 5 0 0 78 24-33 66 11:00 1 0 0 0 0 0 3 5 16 26 9 6 0 0 66 25-34 53 12 PM 0 0 0 0 0 0 0 11 38 27 9 2 0 0 87 22-31 79 13:00 0 0 0 0 0 0 3 9 25 9 3 1 0 0 50 22-31 44 14:00 3 0 0 0 0 0 1 13 22 22 6 1 0 0 68 22-31 59 15:00 9 0 0 0 0 5 17 37 33 19 6 1 0 0 127 21-30 95 16:00 7 0 0 0 0 0 4 20 42 27 10 2 0 0 112 22-31 92 17:00 14 0 0 0 0 0 0 24 38 33 5 0 0 0 114 22-31 97 18:00 11 1 0 0 0 0 2 11 21 19 11 1 0 0 77 22-31 55 19:00 13 0 0 0 0 0 1 5 15 14 3 1 0 0 52 22-31 35 20:00 12 0 0 0 0 0 0 2 11 4 0 0 0 0 29 21-30 17 21:00 7 0 0 0 0 0 1 1 4 8 3 0 0 0 24 25-34 15 22:00 7 0 0 0 0 0 2 2 2 4 1 1 0 0 19 21-30 9 23:00 3 0 0 0 0 0 1 0 2 2 0 1 0 0 9 26-35 4 Total 100 1 0 0 1 7 55 252 554 458 154 36 1 1 1620 Percent 6.2%0.1%0.0%0.0%0.1%0.4%3.4%15.6%34.2%28.3%9.5%2.2%0.1%0.1% AM Peak 06:00 10:00 06:00 08:00 07:00 08:00 07:00 08:00 08:00 08:00 09:00 08:00 Vol.4 1 2 7 28 69 67 25 6 1 1 196 PM Peak 17:00 18:00 15:00 15:00 15:00 16:00 17:00 18:00 12:00 15:00 Vol.14 1 5 17 37 42 33 11 2 127 Total 100 1 0 0 1 7 55 252 554 458 154 36 1 1 1620 Percent 6.2%0.1%0.0%0.0%0.1%0.4%3.4%15.6%34.2%28.3%9.5%2.2%0.1%0.1% 15th Percentile : 21 MPH 50th Percentile : 26 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1315 Percent in Pace : 81.2% Number of Vehicles > 25 MPH : 1019 Percent of Vehicles > 25 MPH : 62.9% Mean Speed(Average) : 25 MPH Page 2 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study WB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 11/06/19 3 0 0 0 0 0 0 1 3 1 2 0 0 0 10 24-33 6 01:00 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 *1 02:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 03:00 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 *1 04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ** 05:00 1 0 0 0 0 0 0 2 0 1 0 1 0 0 5 20-29 3 06:00 6 0 0 0 2 0 0 2 4 1 0 0 1 0 16 22-31 7 07:00 20 0 0 0 0 0 0 7 9 5 6 0 1 0 48 22-31 23 08:00 8 0 0 0 0 0 4 13 22 12 9 5 2 0 75 22-31 50 09:00 1 0 0 0 0 0 0 4 15 12 11 6 0 0 49 25-34 40 10:00 1 0 0 0 0 1 0 11 25 31 16 1 2 0 88 24-33 76 11:00 1 0 0 0 0 0 2 19 25 22 9 6 0 0 84 22-31 69 12 PM 2 0 0 0 0 0 4 25 24 26 9 8 1 0 99 22-31 78 13:00 0 0 0 0 0 2 12 25 22 15 5 0 1 0 82 21-30 66 14:00 6 0 0 0 0 1 12 26 28 16 15 5 0 0 109 22-31 75 15:00 10 0 0 0 0 2 13 35 38 16 7 2 3 0 126 21-30 93 16:00 20 0 0 0 1 1 14 39 61 31 19 3 0 0 189 22-31 137 17:00 18 0 0 0 0 2 16 38 54 36 14 2 1 0 181 21-30 133 18:00 13 0 0 0 0 1 7 32 39 18 14 2 0 0 126 22-31 94 19:00 12 0 0 0 0 0 1 20 21 16 5 4 0 1 80 22-31 59 20:00 12 0 0 0 0 0 4 12 16 8 2 0 0 0 54 21-30 37 21:00 4 0 0 0 0 0 3 12 5 5 5 2 0 0 36 22-31 24 22:00 6 0 0 0 0 0 1 4 4 2 3 0 0 0 20 22-31 11 23:00 0 0 0 0 0 0 0 0 0 2 1 1 0 0 4 28-37 4 Total 146 0 0 0 3 10 93 328 415 276 152 49 12 1 1485 Percent 9.8%0.0%0.0%0.0%0.2%0.7%6.3%22.1%27.9%18.6%10.2%3.3%0.8%0.1% AM Peak 07:00 06:00 10:00 08:00 11:00 10:00 10:00 10:00 09:00 08:00 10:00 Vol.20 2 1 4 19 25 31 16 6 2 88 PM Peak 16:00 16:00 13:00 17:00 16:00 16:00 17:00 16:00 12:00 15:00 19:00 16:00 Vol.20 1 2 16 39 61 36 19 8 3 1 189 Total 146 0 0 0 3 10 93 328 415 276 152 49 12 1 1485 Percent 9.8%0.0%0.0%0.0%0.2%0.7%6.3%22.1%27.9%18.6%10.2%3.3%0.8%0.1% 15th Percentile : 20 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1070 Percent in Pace : 72.1% Number of Vehicles > 25 MPH : 767 Percent of Vehicles > 25 MPH : 51.6% Mean Speed(Average) : 24 MPH Page 3 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study EB, WB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 11/06/19 4 0 0 0 0 0 0 2 6 2 2 2 0 0 18 22-31 11 01:00 1 0 0 0 0 0 0 0 1 1 0 2 0 0 5 28-37 3 02:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 03:00 1 0 0 0 0 0 0 0 2 0 1 0 0 0 4 23-32 3 04:00 0 0 0 0 0 0 0 4 7 5 2 0 0 0 18 22-31 17 05:00 2 0 0 0 0 0 3 8 16 20 12 2 0 0 63 24-33 51 06:00 10 0 0 0 2 2 1 22 54 24 10 0 1 0 126 22-31 103 07:00 24 0 0 0 0 0 4 35 75 72 22 0 1 0 233 22-31 189 08:00 9 0 0 0 0 0 11 41 91 71 34 11 3 0 271 22-31 214 09:00 3 0 0 0 0 0 4 21 64 49 24 10 0 1 176 24-33 144 10:00 1 0 0 0 1 1 1 19 47 63 25 6 2 0 166 24-33 141 11:00 2 0 0 0 0 0 5 24 41 48 18 12 0 0 150 22-31 119 12 PM 2 0 0 0 0 0 4 36 62 53 18 10 1 0 186 22-31 157 13:00 0 0 0 0 0 2 15 34 47 24 8 1 1 0 132 21-30 110 14:00 9 0 0 0 0 1 13 39 50 38 21 6 0 0 177 22-31 134 15:00 19 0 0 0 0 7 30 72 71 35 13 3 3 0 253 21-30 188 16:00 27 0 0 0 1 1 18 59 103 58 29 5 0 0 301 22-31 230 17:00 32 0 0 0 0 2 16 62 92 69 19 2 1 0 295 22-31 229 18:00 24 1 0 0 0 1 9 43 60 37 25 3 0 0 203 22-31 148 19:00 25 0 0 0 0 0 2 25 36 30 8 5 0 1 132 22-31 94 20:00 24 0 0 0 0 0 4 14 27 12 2 0 0 0 83 21-30 54 21:00 11 0 0 0 0 0 4 13 9 13 8 2 0 0 60 22-31 38 22:00 13 0 0 0 0 0 3 6 6 6 4 1 0 0 39 22-31 19 23:00 3 0 0 0 0 0 1 0 2 4 1 2 0 0 13 25-34 8 Total 246 1 0 0 4 17 148 580 969 734 306 85 13 2 3105 Percent 7.9%0.0%0.0%0.0%0.1%0.5%4.8%18.7%31.2%23.6%9.9%2.7%0.4%0.1% AM Peak 07:00 06:00 06:00 08:00 08:00 08:00 07:00 08:00 11:00 08:00 09:00 08:00 Vol.24 2 2 11 41 91 72 34 12 3 1 271 PM Peak 17:00 18:00 16:00 15:00 15:00 15:00 16:00 17:00 16:00 12:00 15:00 19:00 16:00 Vol.32 1 1 7 30 72 103 69 29 10 3 1 301 Total 246 1 0 0 4 17 148 580 969 734 306 85 13 2 3105 Percent 7.9%0.0%0.0%0.0%0.1%0.5%4.8%18.7%31.2%23.6%9.9%2.7%0.4%0.1% 15th Percentile : 21 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 2385 Percent in Pace : 76.8% Number of Vehicles > 25 MPH : 1786 Percent of Vehicles > 25 MPH : 57.5% Mean Speed(Average) : 25 MPH APPENDIX E 400500600700800900100011001200130014001500160017001800100200300400500600EB LT AM 144 VPH*100*1502 OR MORE LANES & 1 LANE1 LANE & 1 LANE2 OR MORE LANES & 2 OR MORE LANESEB LT PM 80 VPHPM 3463 VPHAM 2520 VPHMINOR STREET APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACH -VEHICLES PER HOUR (VPH)*Note: 150 vph applies as the lower threshold volume for a minor-streetapproach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.SHORT RANGE (2024) BACKGROUND PEAK HOUR WARRANTAT COLLEGE/TRIANGLE INTERSECTIONMUTCD, 2003 EDITION, PAGE 4C-7 400500600700800900100011001200130014001500160017001800100200300400500600EB LT AM 144 VPH*100*1502 OR MORE LANES & 1 LANE1 LANE & 1 LANE2 OR MORE LANES & 2 OR MORE LANESEB LT PM 80 VPHPM 3463 VPHAM 2520 VPH400500600700800900100011001200130014001500160017001800100200300400500600EB LT AM 144 VPH*100*1502 OR MORE LANES & 1 LANE1 LANE & 1 LANE2 OR MORE LANES & 2 OR MORE LANESEB LT PM 80 VPHPM 3463 VPHAM 2520 VPH400500600700800900100011001200130014001500160017001800100200300400500600EB LT AM 144 VPH*100*1502 OR MORE LANES & 1 LANE1 LANE & 1 LANE2 OR MORE LANES & 2 OR MORE LANESEB LT PM 80 VPHPM 3463 VPHAM 2520 VPH APPENDIX F HCM 6th Signalized Intersection Summary Short Bkgrd AM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb am geo to acptb.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 327 271 1134 315 359 829 Future Volume (veh/h) 327 271 1134 315 359 829 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 359 0 1246 141 395 911 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222 Cap, veh/h 397 1631 728 452 2407 Arrive On Green 0.22 0.00 0.46 0.46 0.37 1.00 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 359 0 1246 141 395 911 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 21.6 0.0 32.1 5.8 14.2 0.0 Cycle Q Clear(g_c), s 21.6 0.0 32.1 5.8 14.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 397 1631 728 452 2407 V/C Ratio(X) 0.90 0.76 0.19 0.87 0.38 Avail Cap(c_a), veh/h 397 1631 728 452 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.83 0.83 Uniform Delay (d), s/veh 41.6 0.0 24.8 17.7 29.3 0.0 Incr Delay (d2), s/veh 23.7 0.0 3.5 0.6 14.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 0.0 12.8 2.1 8.3 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.3 0.0 28.2 18.3 43.9 0.4 LnGrp LOS E C B D A Approach Vol, veh/h 359 A 1387 1306 Approach Delay, s/veh 65.3 27.2 13.6 Approach LOS E C B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.0 26.0 54.0 30.0 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 73.5 19.5 49.5 23.5 Max Q Clear Time (g_c+I1), s 2.0 16.2 34.1 23.6 Green Ext Time (p_c), s 6.6 0.4 7.4 0.0 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Bkgrd AM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb am geo to acptb.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 80 26 54 30 Maximum Split (%) 72.7% 23.6% 49.1% 27.3% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 3.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 20.5 74.5 20.5 100.5 End Time (s) 100.5 100.5 74.5 20.5 Yield/Force Off (s) 94 94 70 14 Yield/Force Off 170(s) 94 94 60 108 Local Start Time (s) 60.5 4.5 60.5 30.5 Local Yield (s) 24 24 0 54 Local Yield 170(s) 24 24 100 38 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 70 (64%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Short Bkgrd AM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb am geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 359 298 1246 346 395 911 v/c Ratio 0.93 0.19 0.76 0.38 0.94 0.38 Control Delay 73.2 0.3 28.4 3.1 51.0 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.2 0.3 28.4 3.1 51.0 2.2 Queue Length 50th (ft) 249 0 376 0 225 20 Queue Length 95th (ft) #421 0 463 50 #401 37 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 394 1583 1636 917 421 2408 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.91 0.19 0.76 0.38 0.94 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Short Bkgrd PM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb pm geo to acptb.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 376 412 1273 302 408 1304 Future Volume (veh/h) 376 412 1273 302 408 1304 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 404 0 1369 122 439 1402 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222 Cap, veh/h 423 1496 667 465 2384 Arrive On Green 0.24 0.00 0.42 0.42 0.44 1.00 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 404 0 1369 122 439 1402 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 26.8 0.0 43.6 5.8 23.0 0.0 Cycle Q Clear(g_c), s 26.8 0.0 43.6 5.8 23.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 423 1496 667 465 2384 V/C Ratio(X) 0.95 0.92 0.18 0.94 0.59 Avail Cap(c_a), veh/h 423 1496 667 465 2384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.71 0.71 Uniform Delay (d), s/veh 45.1 0.0 32.7 21.8 30.6 0.0 Incr Delay (d2), s/veh 32.3 0.0 10.3 0.6 22.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.2 0.0 19.2 2.1 10.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.4 0.0 43.0 22.4 53.0 0.8 LnGrp LOS E D C D A Approach Vol, veh/h 404 A 1491 1841 Approach Delay, s/veh 77.4 41.3 13.2 Approach LOS E D B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 86.0 32.0 54.0 34.0 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 79.5 25.5 49.5 27.5 Max Q Clear Time (g_c+I1), s 2.0 25.0 45.6 28.8 Green Ext Time (p_c), s 13.2 0.1 2.8 0.0 Intersection Summary HCM 6th Ctrl Delay 31.4 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Bkgrd PM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb pm geo to acptb.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 86 32 54 34 Maximum Split (%) 71.7% 26.7% 45.0% 28.3% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 3.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 72.5 6.5 72.5 38.5 End Time (s) 38.5 38.5 6.5 72.5 Yield/Force Off (s) 32 32 2 66 Yield/Force Off 170(s) 32 32 112 50 Local Start Time (s) 70.5 4.5 70.5 36.5 Local Yield (s) 30 30 0 64 Local Yield 170(s) 30 30 110 48 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 2 (2%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Short Bkgrd PM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb pm geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 404 443 1369 325 439 1402 v/c Ratio 0.96 0.28 0.92 0.38 0.97 0.59 Control Delay 81.1 0.4 44.0 3.7 63.2 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.1 0.4 44.0 3.7 63.2 4.6 Queue Length 50th (ft) 311 0 518 0 229 55 Queue Length 95th (ft) #511 0 #667 54 #504 14 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 420 1583 1489 854 452 2374 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.96 0.28 0.92 0.38 0.97 0.59 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Short Bkgrd AM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb am geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 144 109 31 1379 1079 31 Future Volume (veh/h) 144 109 31 1379 1079 31 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 0 34 1532 1199 18 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222 Cap, veh/h 209 392 2781 2426 1082 Arrive On Green 0.12 0.00 0.14 1.00 0.46 0.46 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 160 0 34 1532 1199 18 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 9.6 0.0 0.5 0.0 26.0 0.7 Cycle Q Clear(g_c), s 9.6 0.0 0.5 0.0 26.0 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 392 2781 2426 1082 V/C Ratio(X) 0.77 0.09 0.55 0.49 0.02 Avail Cap(c_a), veh/h 397 392 2781 2426 1082 HCM Platoon Ratio 1.00 1.00 2.00 2.00 0.67 0.67 Upstream Filter(I) 1.00 0.00 0.71 0.71 0.87 0.87 Uniform Delay (d), s/veh 47.1 0.0 6.3 0.0 16.5 9.7 Incr Delay (d2), s/veh 5.8 0.0 0.3 0.6 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 0.2 0.2 11.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.9 0.0 6.6 0.6 17.2 9.7 LnGrp LOS D AABA Approach Vol, veh/h 160 A 1566 1217 Approach Delay, s/veh 52.9 0.7 17.0 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.0 80.6 18.4 91.6 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 6.5 62.5 23.5 73.5 Max Q Clear Time (g_c+I1), s 2.5 28.0 11.6 2.0 Green Ext Time (p_c), s 0.0 9.3 0.3 15.6 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Bkgrd AM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb am geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode Max C-Max Min C-Max Maximum Split (s) 11 69 30 80 Maximum Split (%) 10.0% 62.7% 27.3% 72.7% Minimum Split (s) 11 24.5 24.5 24.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s) 4.5 5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 0 11 80 0 End Time (s) 11 80 0 80 Yield/Force Off (s) 6.5 73.5 103.5 73.5 Yield/Force Off 170(s) 6.5 62.5 103.5 73.5 Local Start Time (s) 30 41 0 30 Local Yield (s) 36.5 103.5 23.5 103.5 Local Yield 170(s) 36.5 92.5 23.5 103.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 80 (73%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Splits and Phases: 6: College Avenue & Triangle Drive Queues Short Bkgrd AM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb am geo to acptb.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 160 121 34 1532 1199 34 v/c Ratio 0.62 0.08 0.08 0.58 0.59 0.04 Control Delay 53.7 0.1 6.8 11.8 13.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.7 0.1 6.8 11.8 13.6 0.7 Queue Length 50th (ft) 107 0 6 242 352 2 Queue Length 95th (ft) 167 0 m15 323 410 m1 Internal Link Dist (ft) 675 2270 2933 Turn Bay Length (ft) 150 425 500 Base Capacity (vph) 394 1583 434 2664 2042 928 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.41 0.08 0.08 0.58 0.59 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Bkgrd PM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb pm geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 80 60 140 1541 1652 127 Future Volume (veh/h) 80 60 140 1541 1652 127 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 0 144 1589 1703 92 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222 Cap, veh/h 119 349 2990 2710 1209 Arrive On Green 0.07 0.00 0.10 1.00 1.00 1.00 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 82 0 144 1589 1703 92 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 5.4 0.0 1.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.4 0.0 1.9 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 119 349 2990 2710 1209 V/C Ratio(X) 0.69 0.41 0.53 0.63 0.08 Avail Cap(c_a), veh/h 289 446 2990 2710 1209 HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.51 0.51 0.30 0.30 Uniform Delay (d), s/veh 54.8 0.0 1.8 0.0 0.0 0.0 Incr Delay (d2), s/veh 6.8 0.0 0.4 0.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 0.3 0.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 0.0 2.2 0.3 0.3 0.0 LnGrp LOS E AAAA Approach Vol, veh/h 82 A 1733 1795 Approach Delay, s/veh 61.6 0.5 0.3 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.5 97.0 13.5 106.5 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 11.5 72.5 18.5 88.5 Max Q Clear Time (g_c+I1), s 3.9 2.0 7.4 2.0 Green Ext Time (p_c), s 0.2 20.2 0.1 17.1 Intersection Summary HCM 6th Ctrl Delay 1.8 HCM 6th LOS A Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Bkgrd PM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb pm geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode None C-Max None C-Max Maximum Split (s) 16 79 25 95 Maximum Split (%) 13.3% 65.8% 20.8% 79.2% Minimum Split (s) 11.5 24.5 24.5 22.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s)5555 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry No Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 31.5 47.5 6.5 31.5 End Time (s) 47.5 6.5 31.5 6.5 Yield/Force Off (s) 43 0 25 0 Yield/Force Off 170(s) 43 109 14 0 Local Start Time (s) 31.5 47.5 6.5 31.5 Local Yield (s) 43 0 25 0 Local Yield 170(s) 43 109 14 0 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBTL, Start of Yellow Splits and Phases: 6: College Avenue & Triangle Drive Queues Short Bkgrd PM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report sb pm geo to acptb.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 82 62 144 1589 1703 131 v/c Ratio 0.47 0.04 0.51 0.53 0.67 0.11 Control Delay 59.1 0.1 17.3 12.0 23.7 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.1 0.1 17.3 12.0 23.7 7.6 Queue Length 50th (ft) 61 0 68 371 517 28 Queue Length 95th (ft) 110 0 m97 m416 m547 m34 Internal Link Dist (ft) 675 2270 2933 Turn Bay Length (ft) 150 425 500 Base Capacity (vph) 287 1583 314 2973 2523 1166 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.29 0.04 0.46 0.53 0.67 0.11 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Bkgrd AM 3: College Avenue & Trilby Road 11/06/2019 Synchro 10 Light Report sb am.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 248 335 230 94 222 193 179 1242 90 112 750 90 Future Volume (veh/h) 248 335 230 94 222 193 179 1242 90 112 750 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 258 349 47 98 231 70 186 1294 34 117 781 8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 312 410 333 218 359 290 441 1810 807 248 1741 777 Arrive On Green 0.09 0.22 0.21 0.06 0.19 0.18 0.05 0.34 0.34 0.06 0.49 0.49 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 258 349 47 98 231 70 186 1294 34 117 781 8 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.0 19.7 2.7 4.8 12.5 4.2 5.4 34.9 1.6 3.5 15.8 0.3 Cycle Q Clear(g_c), s 10.0 19.7 2.7 4.8 12.5 4.2 5.4 34.9 1.6 3.5 15.8 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 312 410 333 218 359 290 441 1810 807 248 1741 777 V/C Ratio(X) 0.83 0.85 0.14 0.45 0.64 0.24 0.42 0.71 0.04 0.47 0.45 0.01 Avail Cap(c_a), veh/h 312 544 447 218 493 403 498 1810 807 258 1741 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 41.2 35.4 33.7 41.0 38.4 13.1 29.3 18.3 18.8 18.3 14.4 Incr Delay (d2), s/veh 16.7 9.6 0.2 1.4 1.9 0.4 0.5 1.9 0.1 1.4 0.8 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 3.4 9.9 1.0 2.1 5.8 1.6 2.0 15.4 0.6 1.3 6.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.7 50.8 35.6 35.1 42.9 38.9 13.6 31.2 18.4 20.2 19.2 14.4 LnGrp LOS DDDDDDBCBCBB Approach Vol, veh/h 654 399 1514 906 Approach Delay, s/veh 50.5 40.3 28.8 19.3 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.5 59.4 10.0 29.1 9.4 61.5 13.0 26.1 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 41.5 6.0 31.0 6.0 46.5 9.0 28.0 Max Q Clear Time (g_c+I1), s 7.4 17.8 6.8 21.7 5.5 36.9 12.0 14.5 Green Ext Time (p_c), s 0.2 4.8 0.0 1.4 0.0 5.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 31.7 HCM 6th LOS C Timing Report, Sorted By Phase Short Bkgrd AM 3: College Avenue & Trilby Road 11/06/2019 Synchro 10 Light Report sb am.syn 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) 15 48 10 37 10 53 13 34 Maximum Split (%) 13.6% 43.6% 9.1% 33.6% 9.1% 48.2% 11.8% 30.9% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 63 78 16 26 63 73 16 29 End Time (s) 78 16 26 63 73 16 29 63 Yield/Force Off (s) 74 9.5 22 57 69 9.5 25 57 Yield/Force Off 170(s) 74 109.5 22 37 69 109.5 25 36 Local Start Time (s) 47 62 0 10 47 57 0 13 Local Yield (s) 58 103.5 6 41 53 103.5 9 41 Local Yield 170(s) 58 93.5 6 21 53 93.5 9 20 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 16 (15%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases: 3: College Avenue & Trilby Road Queues Short Bkgrd AM 3: College Avenue & Trilby Road 11/06/2019 Synchro 10 Light Report sb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 258 349 240 98 231 201 186 1294 94 117 781 94 v/c Ratio 0.77 0.78 0.44 0.43 0.58 0.45 0.46 0.78 0.12 0.54 0.50 0.12 Control Delay 43.1 50.9 6.6 29.4 44.0 12.6 13.5 24.5 5.0 24.6 24.4 1.0 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 43.1 50.9 6.6 29.4 44.0 12.6 13.5 24.5 5.0 24.6 24.4 1.0 Queue Length 50th (ft) 135 228 0 46 145 25 60 257 9 35 208 0 Queue Length 95th (ft) 194 317 58 80 214 85 115 580 m33 #99 287 8 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 337 541 618 228 491 520 422 1662 801 216 1570 785 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.77 0.65 0.39 0.43 0.47 0.39 0.44 0.78 0.12 0.54 0.50 0.12 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Bkgrd PM 3: College Avenue & Trilby Road Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report sb pm geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 253 159 145 361 112 274 1196 102 192 1498 278 Future Volume (veh/h) 170 253 159 145 361 112 274 1196 102 192 1498 278 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 185 275 28 158 392 20 298 1300 54 209 1628 150 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 206 433 367 286 433 367 346 1708 762 288 1649 736 Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.20 0.96 0.96 0.08 0.46 0.46 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 185 275 28 158 392 20 298 1300 54 209 1628 150 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 8.0 15.9 1.7 8.0 24.4 1.2 10.0 6.3 0.2 7.1 54.4 6.7 Cycle Q Clear(g_c), s 8.0 15.9 1.7 8.0 24.4 1.2 10.0 6.3 0.2 7.1 54.4 6.7 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 206 433 367 286 433 367 346 1708 762 288 1649 736 V/C Ratio(X) 0.90 0.63 0.08 0.55 0.90 0.05 0.86 0.76 0.07 0.73 0.99 0.20 Avail Cap(c_a), veh/h 206 452 383 286 452 383 346 1708 762 288 1649 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.3 41.5 36.0 34.0 44.8 35.9 47.2 1.3 1.2 53.7 31.8 19.0 Incr Delay (d2), s/veh 36.1 2.7 0.1 2.3 20.9 0.1 16.9 2.7 0.2 8.8 19.3 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 3.7 7.5 0.6 3.7 13.6 0.5 4.5 1.3 0.1 3.3 25.3 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.4 44.3 36.1 36.3 65.7 35.9 64.1 4.1 1.4 62.5 51.1 19.7 LnGrp LOS E D D D E D EAAEDB Approach Vol, veh/h 488 570 1652 1987 Approach Delay, s/veh 55.6 56.5 14.8 49.9 Approach LOS E E B D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.0 61.2 11.0 32.8 13.0 63.2 11.0 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 7.0 28.0 9.0 55.5 7.0 28.0 Max Q Clear Time (g_c+I1), s 12.0 56.4 10.0 17.9 9.1 8.3 10.0 26.4 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 11.3 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 39.0 HCM 6th LOS D Timing Report, Sorted By Phase Short Bkgrd PM 3: College Avenue & Trilby Road Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report sb pm geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 15 60 11 34 13 62 11 34 Maximum Split (%) 12.5% 50.0% 9.2% 28.3% 10.8% 51.7% 9.2% 28.3% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 51.5 66.5 6.5 17.5 51.5 64.5 6.5 17.5 End Time (s) 66.5 6.5 17.5 51.5 64.5 6.5 17.5 51.5 Yield/Force Off (s) 62.5 0 13.5 45.5 60.5 0 13.5 45.5 Yield/Force Off 170(s) 62.5 110 13.5 25.5 60.5 110 13.5 24.5 Local Start Time (s) 51.5 66.5 6.5 17.5 51.5 64.5 6.5 17.5 Local Yield (s) 62.5 0 13.5 45.5 60.5 0 13.5 45.5 Local Yield 170(s) 62.5 110 13.5 25.5 60.5 110 13.5 24.5 Intersection Summary Cycle Length 120 Control Type Actuated-Coordinated Natural Cycle 120 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Short Bkgrd PM 3: College Avenue & Trilby Road Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report sb pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 185 275 173 158 392 122 298 1300 111 209 1628 302 v/c Ratio 1.01 0.63 0.34 0.57 0.90 0.26 0.85 0.77 0.14 0.73 1.00 0.35 Control Delay 101.6 48.4 7.4 37.7 69.3 7.9 77.4 33.3 6.5 68.9 55.3 5.0 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 101.6 48.4 7.4 37.7 69.3 7.9 77.4 33.3 6.5 68.9 55.3 5.0 Queue Length 50th (ft) 103 190 0 87 293 0 122 546 15 82 ~671 18 Queue Length 95th (ft) #241 284 56 142 #464 48 #205 623 29 #134 #839 72 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 184 450 513 279 450 475 351 1692 809 288 1627 867 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 1.01 0.61 0.34 0.57 0.87 0.26 0.85 0.77 0.14 0.73 1.00 0.35 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th TWSC Short Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road 11/06/2019 Synchro 10 Light Report sb am.syn Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 666 83 40 429 23 64 4 131 12 1 35 Future Vol, veh/h 50 666 83 40 429 23 64 4 131 12 1 35 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 ----60--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 53 709 88 43 456 24 68 4 139 13 1 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 480 0 0 797 0 0 1432 1425 753 1485 1457 468 Stage 1 ------859859-554554- Stage 2 ------573566-931903- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1082 - - 825 - - 112 136 410 103 130 595 Stage 1 ------351373-517514- Stage 2 ------505507-320356- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1082 - - 825 - - 96 123 410 61 117 595 Mov Cap-2 Maneuver ------96123-61117- Stage 1 ------334355-492487- Stage 2 ------448481-198339- Approach EB WB NB SB HCM Control Delay, s 0.5 0.8 49.7 32.3 HCM LOS E D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 97 410 1082 - - 825 - - 182 HCM Lane V/C Ratio 0.746 0.34 0.049 - - 0.052 - - 0.281 HCM Control Delay (s) 110.3 18.2 8.5 - - 9.6 - - 32.3 HCM Lane LOS F C A - - A - - D HCM 95th %tile Q(veh) 3.9 1.5 0.2 - - 0.2 - - 1.1 HCM 6th TWSC Short Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road 11/06/2019 Synchro 10 Light Report sb pm.syn Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 495 66 128 764 24 43 2 78 9 3 29 Future Vol, veh/h 32 495 66 128 764 24 43 2 78 9 3 29 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 ----60--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 22222222222 Mvmt Flow 33 516 69 133 796 25 45 2 81 9 3 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 821 0 0 585 0 0 1708 1704 551 1733 1726 809 Stage 1 ------617617-1075 1075 - Stage 2 ------1091 1087 - 658 651 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 808 - - 990 - - 72 91 534 69 89 380 Stage 1 ------477481-266296- Stage 2 ------260292-453465- Platoon blocked, % - - - - Mov Cap-1 Maneuver 808 - - 990 - - 56 76 534 50 74 380 Mov Cap-2 Maneuver ------5676-5074- Stage 1 ------457461-255256- Stage 2 ------205253-367446- Approach EB WB NB SB HCM Control Delay, s 0.5 1.3 76.3 42.4 HCM LOS F E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 57 534 808 - - 990 - - 138 HCM Lane V/C Ratio 0.822 0.152 0.041 - - 0.135 - - 0.309 HCM Control Delay (s) 186.2 12.9 9.6 - - 9.2 - - 42.4 HCM Lane LOS F B A - - A - - E HCM 95th %tile Q(veh) 3.6 0.5 0.1 - - 0.5 - - 1.2 HCM 6th TWSC Short Bkgrd AM 7: Triangle Drive & Strasburg Drive 11/06/2019 Synchro 10 Light Report sb am.syn Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 204 43 19 49 0 Future Vol, veh/h 0 204 43 19 49 0 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 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 0 215 45 20 52 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 65 0 - 0 270 55 Stage 1 - - - - 55 - Stage 2 - - - - 215 - 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 1537 - - - 719 1012 Stage 1 - - - - 968 - Stage 2 - - - - 821 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1537 - - - 719 1012 Mov Cap-2 Maneuver - - - - 719 - Stage 1 - - - - 968 - Stage 2 - - - - 821 - Approach EB WB SB HCM Control Delay, s 0 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1537 - - - 719 HCM Lane V/C Ratio ----0.072 HCM Control Delay (s) 0 - - - 10.4 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC Short Bkgrd PM 7: Triangle Drive & Strasburg Drive 11/06/2019 Synchro 10 Light Report sb pm.syn Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 109 207 60 31 3 Future Vol, veh/h 5 109 207 60 31 3 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 88 88 88 88 88 88 Heavy Vehicles, % 2 22222 Mvmt Flow 6 124 235 68 35 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 303 0 - 0 405 269 Stage 1 - - - - 269 - Stage 2 - - - - 136 - 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 1258 - - - 602 770 Stage 1 - - - - 776 - Stage 2 - - - - 890 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1258 - - - 599 770 Mov Cap-2 Maneuver - - - - 599 - Stage 1 - - - - 772 - Stage 2 - - - - 890 - Approach EB WB SB HCM Control Delay, s 0.3 0 11.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1258 - - - 611 HCM Lane V/C Ratio 0.005 - - - 0.063 HCM Control Delay (s) 7.9 0 - - 11.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th Roundabout Short Bkgrd AM 8: Avondale Road & Triangle Drive 11/06/2019 Synchro 10 Light Report sb am.syn Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 134 62 49 61 Demand Flow Rate, veh/h 136 63 50 62 Vehicles Circulating, veh/h 65 36 190 42 Vehicles Exiting, veh/h 39 204 11 57 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.7 3.1 3.6 3.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 136 63 50 62 Cap Entry Lane, veh/h 1291 1330 1137 1322 Entry HV Adj Factor 0.984 0.990 0.975 0.984 Flow Entry, veh/h 134 62 49 61 Cap Entry, veh/h 1270 1317 1108 1300 V/C Ratio 0.105 0.047 0.044 0.047 Control Delay, s/veh 3.7 3.1 3.6 3.1 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Short Bkgrd AM 8: Avondale Road & Triangle Drive 11/06/2019 Synchro 10 Light Report sb am.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.952 0.906 0.987 Flt Protected 0.992 0.993 0.999 0.958 Satd. Flow (prot) 0 1846 0 0 1761 0 0 1686 0 0 1761 0 Flt Permitted 0.992 0.993 0.999 0.958 Satd. Flow (perm) 0 1846 0 0 1761 0 0 1686 0 0 1761 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Short Bkgrd PM 8: Avondale Road & Triangle Drive 11/06/2019 Synchro 10 Light Report sb pm.syn Intersection Intersection Delay, s/veh 3.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 91 211 25 76 Demand Flow Rate, veh/h 92 215 25 78 Vehicles Circulating, veh/h 89 25 131 141 Vehicles Exiting, veh/h 130 131 50 99 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.5 4.0 3.2 3.6 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 92 215 25 78 Cap Entry Lane, veh/h 1260 1345 1207 1195 Entry HV Adj Factor 0.984 0.982 0.994 0.972 Flow Entry, veh/h 91 211 25 76 Cap Entry, veh/h 1240 1320 1200 1162 V/C Ratio 0.073 0.160 0.021 0.065 Control Delay, s/veh 3.5 4.0 3.2 3.6 LOS AAAA 95th %tile Queue, veh 0100 Lanes and Geometrics Short Bkgrd PM 8: Avondale Road & Triangle Drive 11/06/2019 Synchro 10 Light Report sb pm.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.953 0.914 0.950 Flt Protected 0.991 0.991 0.998 0.975 Satd. Flow (prot) 0 1844 0 0 1759 0 0 1699 0 0 1725 0 Flt Permitted 0.991 0.991 0.998 0.975 Satd. Flow (perm) 0 1844 0 0 1759 0 0 1699 0 0 1725 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Short Bkgrd AM 12: Avondale Road & Strasburg Drive 11/06/2019 Synchro 10 Light Report sb am.syn Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 87 105 132 Demand Flow Rate, veh/h 88 107 135 Vehicles Circulating, veh/h 102 46 13 Vehicles Exiting, veh/h 51 102 177 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.5 3.4 3.5 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 88 107 135 Cap Entry Lane, veh/h 1244 1317 1362 Entry HV Adj Factor 0.989 0.981 0.980 Flow Entry, veh/h 87 105 132 Cap Entry, veh/h 1229 1292 1334 V/C Ratio 0.071 0.081 0.099 Control Delay, s/veh 3.5 3.4 3.5 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Short Bkgrd AM 12: Avondale Road & Strasburg Drive 11/06/2019 Synchro 10 Light Report sb am.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.885 0.994 Flt Protected 0.993 0.983 Satd. Flow (prot) 1637 0 1852 0 0 1831 Flt Permitted 0.993 0.983 Satd. Flow (perm) 1637 0 1852 0 0 1831 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other HCM 6th Roundabout Short Bkgrd PM 12: Avondale Road & Strasburg Drive 11/06/2019 Synchro 10 Light Report sb pm.syn Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 50 63 168 Demand Flow Rate, veh/h 51 64 171 Vehicles Circulating, veh/h 60 76 4 Vehicles Exiting, veh/h 80 99 107 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.3 3.7 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 51 64 171 Cap Entry Lane, veh/h 1298 1277 1374 Entry HV Adj Factor 0.980 0.982 0.983 Flow Entry, veh/h 50 63 168 Cap Entry, veh/h 1272 1253 1351 V/C Ratio 0.039 0.050 0.124 Control Delay, s/veh 3.1 3.3 3.7 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Short Bkgrd PM 12: Avondale Road & Strasburg Drive 11/06/2019 Synchro 10 Light Report sb pm.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.876 0.991 Flt Protected 0.996 0.978 Satd. Flow (prot) 1625 0 1846 0 0 1822 Flt Permitted 0.996 0.978 Satd. Flow (perm) 1625 0 1846 0 0 1822 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other APPENDIX G HCM 6th Signalized Intersection Summary Long Bkgrd AM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 60 95 410 55 300 80 1255 410 385 890 100 Future Volume (veh/h) 120 60 95 410 55 300 80 1255 410 385 890 100 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 62 0 427 57 0 83 1307 160 405 927 94 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 520 114 511 109 168 1648 512 482 1735 175 Arrive On Green 0.15 0.06 0.00 0.15 0.06 0.00 0.09 0.32 0.32 0.28 0.74 0.74 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4712 476 Grp Volume(v), veh/h 125 62 0 427 57 0 83 1307 160 405 669 352 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1785 Q Serve(g_s), s 3.5 3.5 0.0 13.2 3.3 0.0 4.9 25.6 8.4 12.1 9.4 9.5 Cycle Q Clear(g_c), s 3.5 3.5 0.0 13.2 3.3 0.0 4.9 25.6 8.4 12.1 9.4 9.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 520 114 511 109 168 1648 512 482 1253 657 V/C Ratio(X) 0.24 0.54 0.84 0.52 0.49 0.79 0.31 0.84 0.53 0.54 Avail Cap(c_a), veh/h 520 332 518 468 186 1648 512 518 1253 657 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay (d), s/veh 41.2 50.2 0.0 45.6 50.3 0.0 47.3 33.9 28.1 38.5 10.4 10.4 Incr Delay (d2), s/veh 0.2 4.0 0.0 11.2 3.8 0.0 2.2 4.0 1.6 10.2 1.5 2.8 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 1.5 1.8 0.0 6.3 1.6 0.0 2.2 10.4 3.3 4.9 2.6 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.4 54.2 0.0 56.8 54.1 0.0 49.6 37.9 29.7 48.7 11.9 13.2 LnGrp LOS D D E D DDCDBB Approach Vol, veh/h 187 A 484 A 1550 1426 Approach Delay, s/veh 45.7 56.5 37.7 22.7 Approach LOS D E D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.9 46.0 21.8 12.2 20.9 41.0 22.0 11.9 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 10.5 39.5 15.5 18.5 15.5 34.5 7.5 26.5 Max Q Clear Time (g_c+I1), s 6.9 11.5 15.2 5.5 14.1 27.6 5.5 5.3 Green Ext Time (p_c), s 0.0 6.4 0.1 0.2 0.2 4.4 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 34.7 HCM 6th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Bkgrd AM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lag Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max None None None C-Max None None Maximum Split (s) 17 46 22 25 22 41 14 33 Maximum Split (%) 15.5% 41.8% 20.0% 22.7% 20.0% 37.3% 12.7% 30.0% Minimum Split (s) 11.5 25.5 11.5 22.5 11 25.5 11.5 29.5 Yellow Time (s) 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 All-Red Time (s)11221122 Minimum Initial (s)55554.5555 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 12 12 16 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 11.5 75.5 53.5 28.5 6.5 75.5 61.5 28.5 End Time (s) 28.5 11.5 75.5 53.5 28.5 6.5 75.5 61.5 Yield/Force Off (s) 22 5 69 47 22 0 69 55 Yield/Force Off 170(s) 22 103 69 47 22 98 69 39 Local Start Time (s) 11.5 75.5 53.5 28.5 6.5 75.5 61.5 28.5 Local Yield (s) 22 5 69 47 22 0 69 55 Local Yield 170(s) 22 103 69 47 22 98 69 39 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Avondale Road/Carpenter Road Queues Long Bkgrd AM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 125 63 99 427 57 313 83 1307 427 405 1031 v/c Ratio 0.20 0.37 0.06 0.69 0.35 0.20 0.48 0.64 0.48 0.81 0.43 Control Delay 38.1 52.3 0.1 48.4 52.1 0.3 56.5 29.9 4.6 55.7 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 52.3 0.1 48.4 52.1 0.3 56.5 29.9 4.6 55.7 7.1 Queue Length 50th (ft) 38 43 0 146 38 0 56 281 0 157 246 Queue Length 95th (ft) 63 84 0 194 78 0 107 364 70 #218 12 Internal Link Dist (ft) 400 507 556 2270 Turn Bay Length (ft) 200 200 200 200 450 500 325 Base Capacity (vph) 625 330 1583 622 465 1583 185 2055 894 514 2402 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.20 0.19 0.06 0.69 0.12 0.20 0.45 0.64 0.48 0.79 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Bkgrd PM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 205 70 150 480 90 445 185 1360 390 445 1400 170 Future Volume (veh/h) 205 70 150 480 90 445 185 1360 390 445 1400 170 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 73 0 500 94 0 193 1417 161 468 1458 167 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 525 114 567 137 251 1751 543 536 1660 190 Arrive On Green 0.15 0.06 0.00 0.16 0.07 0.00 0.14 0.34 0.34 0.16 0.36 0.36 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4647 532 Grp Volume(v), veh/h 214 73 0 500 94 0 193 1417 161 468 1068 557 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1775 Q Serve(g_s), s 7.8 5.3 0.0 19.8 6.9 0.0 14.6 35.3 10.4 18.5 41.1 41.2 Cycle Q Clear(g_c), s 7.8 5.3 0.0 19.8 6.9 0.0 14.6 35.3 10.4 18.5 41.1 41.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30 Lane Grp Cap(c), veh/h 525 114 567 137 251 1751 543 536 1216 634 V/C Ratio(X) 0.41 0.64 0.88 0.69 0.77 0.81 0.30 0.87 0.88 0.88 Avail Cap(c_a), veh/h 525 321 580 428 261 1751 543 555 1216 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.67 0.67 0.67 Uniform Delay (d), s/veh 53.7 64.2 0.0 57.2 63.3 0.0 57.9 41.8 33.6 57.8 42.2 42.2 Incr Delay (d2), s/veh 0.5 5.8 0.0 14.6 6.0 0.0 12.6 4.2 1.4 9.9 6.4 11.4 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 3.4 2.7 0.0 9.6 3.4 0.0 7.2 14.8 4.1 8.5 17.4 19.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.2 70.0 0.0 71.8 69.3 0.0 70.6 46.0 35.0 67.7 48.6 53.6 LnGrp LOS D E E E E D D E D D Approach Vol, veh/h 287 A 594 A 1771 2093 Approach Delay, s/veh 58.2 71.4 47.7 54.2 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.2 55.5 28.5 14.0 27.2 53.5 26.8 15.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 19.5 49.0 22.5 23.0 21.5 47.0 14.5 31.0 Max Q Clear Time (g_c+I1), s 16.6 43.2 21.8 7.3 20.5 37.3 9.8 8.9 Green Ext Time (p_c), s 0.1 4.1 0.2 0.2 0.2 6.0 0.3 0.4 Intersection Summary HCM 6th Ctrl Delay 54.2 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Bkgrd PM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lag Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max None None None C-Max None None Maximum Split (s) 26 55.5 29 29.5 28 53.5 21 37.5 Maximum Split (%) 18.6% 39.6% 20.7% 21.1% 20.0% 38.2% 15.0% 26.8% Minimum Split (s) 11.5 25.5 11.5 29.5 11 25.5 11.5 29.5 Yellow Time (s) 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 All-Red Time (s)11221122 Minimum Initial (s)55554.5555 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) 12 16 12 16 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 8.5 93 64 34.5 6.5 93 72 34.5 End Time (s) 34.5 8.5 93 64 34.5 6.5 93 72 Yield/Force Off (s) 28 2 86.5 57.5 28 0 86.5 65.5 Yield/Force Off 170(s) 28 130 86.5 41.5 28 128 86.5 49.5 Local Start Time (s) 8.5 93 64 34.5 6.5 93 72 34.5 Local Yield (s) 28 2 86.5 57.5 28 0 86.5 65.5 Local Yield 170(s) 28 130 86.5 41.5 28 128 86.5 49.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 0 (0%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Avondale Road/Carpenter Road Queues Long Bkgrd PM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 214 73 156 500 94 464 193 1417 406 468 1635 v/c Ratio 0.37 0.46 0.10 0.74 0.53 0.29 0.76 0.66 0.45 0.87 0.74 Control Delay 52.5 69.9 0.1 59.9 70.3 0.5 77.4 35.9 4.6 74.6 36.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.5 69.9 0.1 59.9 70.3 0.5 77.4 35.9 4.6 74.6 36.7 Queue Length 50th (ft) 88 65 0 224 83 0 171 386 0 216 460 Queue Length 95th (ft) 123 115 0 276 139 0 #280 491 73 #298 581 Internal Link Dist (ft) 400 507 556 2270 Turn Bay Length (ft) 200 200 160 200 450 500 325 Base Capacity (vph) 593 319 1583 676 425 1583 259 2151 903 551 2197 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.36 0.23 0.10 0.74 0.22 0.29 0.75 0.66 0.45 0.85 0.74 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Bkgrd AM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 195 55 15 1615 1455 40 Future Volume (veh/h) 195 55 15 1615 1455 40 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 201 0 15 1665 1500 39 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222 Cap, veh/h 251 348 3876 3590 93 Arrive On Green 0.14 0.00 0.05 1.00 1.00 1.00 Sat Flow, veh/h 1781 1585 1781 5274 5286 133 Grp Volume(v), veh/h 201 0 15 1665 998 541 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1846 Q Serve(g_s), s 12.0 0.0 0.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.0 0.0 0.2 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.07 Lane Grp Cap(c), veh/h 251 348 3876 2388 1295 V/C Ratio(X) 0.80 0.04 0.43 0.42 0.42 Avail Cap(c_a), veh/h 526 456 3876 2388 1295 HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.84 0.84 0.81 0.81 Uniform Delay (d), s/veh 45.8 0.0 3.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 0.0 0.3 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 0.1 0.1 0.1 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.6 0.0 3.6 0.3 0.4 0.8 LnGrp LOS D AAAA Approach Vol, veh/h 201 A 1680 1539 Approach Delay, s/veh 51.6 0.3 0.6 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 6.3 82.7 21.0 89.0 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 8.5 52.5 31.5 65.5 Max Q Clear Time (g_c+I1), s 2.2 2.0 14.0 2.0 Green Ext Time (p_c), s 0.0 12.7 0.5 16.7 Intersection Summary HCM 6th Ctrl Delay 3.4 HCM 6th LOS A Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Bkgrd AM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode None C-Max None C-Max Maximum Split (s) 13 59 38 72 Maximum Split (%) 11.8% 53.6% 34.5% 65.5% Minimum Split (s) 11.5 24.5 24.5 22.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s)5555 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry No Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 38 51 0 38 End Time (s) 51 0 38 0 Yield/Force Off (s) 46.5 103.5 31.5 103.5 Yield/Force Off 170(s) 46.5 92.5 20.5 103.5 Local Start Time (s) 38 51 0 38 Local Yield (s) 46.5 103.5 31.5 103.5 Local Yield 170(s) 46.5 92.5 20.5 103.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Splits and Phases: 6: College Avenue & Triangle Drive Queues Long Bkgrd AM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 201 57 15 1665 1541 v/c Ratio 0.67 0.04 0.06 0.45 0.44 Control Delay 52.9 0.0 13.1 19.7 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.9 0.0 13.1 19.7 20.4 Queue Length 50th (ft) 134 0 6 317 293 Queue Length 95th (ft) 198 0 m15 441 433 Internal Link Dist (ft) 675 2270 2933 Turn Bay Length (ft) 150 425 Base Capacity (vph) 522 1583 306 3706 3498 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.39 0.04 0.05 0.45 0.44 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Bkgrd PM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 155 20 70 1905 2115 145 Future Volume (veh/h) 155 20 70 1905 2115 145 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 0 72 1964 2180 145 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222 Cap, veh/h 198 208 4137 3644 241 Arrive On Green 0.11 0.00 0.08 1.00 0.74 0.74 Sat Flow, veh/h 1781 1585 1781 5274 5062 323 Grp Volume(v), veh/h 160 0 72 1964 1511 814 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1812 Q Serve(g_s), s 12.3 0.0 1.2 0.0 28.6 29.1 Cycle Q Clear(g_c), s 12.3 0.0 1.2 0.0 28.6 29.1 Prop In Lane 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 198 208 4137 2535 1349 V/C Ratio(X) 0.81 0.35 0.47 0.60 0.60 Avail Cap(c_a), veh/h 337 294 4137 2535 1349 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.82 0.82 0.31 0.31 Uniform Delay (d), s/veh 60.8 0.0 8.7 0.0 8.2 8.3 Incr Delay (d2), s/veh 7.6 0.0 0.8 0.3 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 0.6 0.1 8.2 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.4 0.0 9.5 0.3 8.5 8.9 LnGrp LOS E AAAA Approach Vol, veh/h 160 A 2036 2325 Approach Delay, s/veh 68.4 0.6 8.7 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.2 109.7 21.1 118.9 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 11.5 85.5 25.5 101.5 Max Q Clear Time (g_c+I1), s 3.2 31.1 14.3 2.0 Green Ext Time (p_c), s 0.1 27.7 0.3 24.9 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Bkgrd PM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode None C-Max None C-Max Maximum Split (s) 16 92 32 108 Maximum Split (%) 11.4% 65.7% 22.9% 77.1% Minimum Split (s) 11.5 24.5 24.5 22.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s)5555 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry No Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 32 48 0 32 End Time (s) 48 0 32 0 Yield/Force Off (s) 43.5 133.5 25.5 133.5 Yield/Force Off 170(s) 43.5 122.5 14.5 133.5 Local Start Time (s) 32 48 0 32 Local Yield (s) 43.5 133.5 25.5 133.5 Local Yield 170(s) 43.5 122.5 14.5 133.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Splits and Phases: 6: College Avenue & Triangle Drive Queues Long Bkgrd PM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 160 21 72 1964 2329 v/c Ratio 0.67 0.01 0.43 0.49 0.65 Control Delay 70.9 0.0 23.5 12.1 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 70.9 0.0 23.5 12.1 12.8 Queue Length 50th (ft) 141 0 37 273 383 Queue Length 95th (ft) 209 0 m77 445 552 Internal Link Dist (ft) 675 2270 2933 Turn Bay Length (ft) 150 425 Base Capacity (vph) 335 1583 216 3999 3606 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.48 0.01 0.33 0.49 0.65 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Bkgrd AM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 395 320 210 215 205 235 1395 160 95 915 95 Future Volume (veh/h) 290 395 320 210 215 205 235 1395 160 95 915 95 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 305 416 194 221 226 93 247 1468 93 100 963 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 393 468 396 311 424 359 333 2330 723 185 2111 655 Arrive On Green 0.19 0.42 0.42 0.09 0.23 0.23 0.19 0.91 0.91 0.05 0.41 0.41 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 305 416 194 221 226 93 247 1468 93 100 963 1 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 9.2 22.7 9.9 6.8 11.7 5.3 7.4 6.5 0.6 3.1 15.0 0.0 Cycle Q Clear(g_c), s 9.2 22.7 9.9 6.8 11.7 5.3 7.4 6.5 0.6 3.1 15.0 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 393 468 396 311 424 359 333 2330 723 185 2111 655 V/C Ratio(X) 0.78 0.89 0.49 0.71 0.53 0.26 0.74 0.63 0.13 0.54 0.46 0.00 Avail Cap(c_a), veh/h 471 561 476 346 493 418 408 2330 723 220 2111 655 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.2 30.6 26.9 48.6 37.4 35.0 43.1 2.9 2.6 50.7 23.3 18.9 Incr Delay (d2), s/veh 5.1 11.4 0.7 5.9 1.0 0.4 5.0 1.1 0.3 2.5 0.7 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 3.9 9.5 3.3 3.1 5.3 2.0 3.0 1.3 0.3 1.3 5.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.3 42.0 27.6 54.5 38.5 35.3 48.1 4.0 3.0 53.2 24.0 18.9 LnGrp LOS DDCDDDDAADCB Approach Vol, veh/h 915 540 1808 1064 Approach Delay, s/veh 41.1 44.5 10.0 26.8 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.6 51.0 12.9 32.5 8.9 55.7 15.5 29.9 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 12.0 35.5 10.0 32.0 6.0 41.5 14.0 28.0 Max Q Clear Time (g_c+I1), s 9.4 17.0 8.8 24.7 5.1 8.5 11.2 13.7 Green Ext Time (p_c), s 0.2 5.6 0.1 1.8 0.0 12.1 0.3 1.2 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C Timing Report, Sorted By Phase Long Bkgrd AM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 16 42 14 38 10 48 18 34 Maximum Split (%) 14.5% 38.2% 12.7% 34.5% 9.1% 43.6% 16.4% 30.9% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 58.5 74.5 6.5 20.5 58.5 68.5 6.5 24.5 End Time (s) 74.5 6.5 20.5 58.5 68.5 6.5 24.5 58.5 Yield/Force Off (s) 70.5 0 16.5 52.5 64.5 0 20.5 52.5 Yield/Force Off 170(s) 70.5 100 16.5 32.5 64.5 100 20.5 31.5 Local Start Time (s) 58.5 74.5 6.5 20.5 58.5 68.5 6.5 24.5 Local Yield (s) 70.5 0 16.5 52.5 64.5 0 20.5 52.5 Local Yield 170(s) 70.5 100 16.5 32.5 64.5 100 20.5 31.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Long Bkgrd AM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 305 416 337 221 226 216 247 1468 168 100 963 100 v/c Ratio 0.69 0.83 0.60 0.66 0.51 0.44 0.63 0.70 0.23 0.43 0.52 0.15 Control Delay 63.7 49.1 18.9 57.8 40.1 13.7 63.3 23.7 3.0 55.2 29.3 1.7 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 63.7 49.1 18.9 57.8 40.1 13.7 63.3 23.7 3.0 55.2 29.3 1.7 Queue Length 50th (ft) 118 183 52 78 136 34 73 394 7 35 204 0 Queue Length 95th (ft) 164 347 153 119 209 100 130 188 4 63 249 12 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 468 558 606 343 491 530 411 2102 723 235 1867 675 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.65 0.75 0.56 0.64 0.46 0.41 0.60 0.70 0.23 0.43 0.52 0.15 Intersection Summary HCM 6th Signalized Intersection Summary Long Bkgrd PM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 205 300 260 275 385 115 375 1400 205 195 1780 300 Future Volume (veh/h) 205 300 260 275 385 115 375 1400 205 195 1780 300 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 216 316 116 289 405 24 395 1474 141 205 1874 150 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 272 393 333 358 440 373 454 2490 773 278 2230 692 Arrive On Green 0.08 0.21 0.21 0.10 0.24 0.24 0.26 0.98 0.98 0.08 0.44 0.44 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 216 316 116 289 405 24 395 1474 141 205 1874 150 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 8.6 22.5 8.7 11.5 29.6 1.6 15.3 2.4 0.4 8.1 45.7 8.2 Cycle Q Clear(g_c), s 8.6 22.5 8.7 11.5 29.6 1.6 15.3 2.4 0.4 8.1 45.7 8.2 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 272 393 333 358 440 373 454 2490 773 278 2230 692 V/C Ratio(X) 0.80 0.80 0.35 0.81 0.92 0.06 0.87 0.59 0.18 0.74 0.84 0.22 Avail Cap(c_a), veh/h 272 401 340 370 454 385 469 2490 773 346 2230 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.4 52.5 47.1 61.4 52.2 41.6 50.4 0.9 0.9 62.9 35.1 24.5 Incr Delay (d2), s/veh 13.6 10.0 0.6 12.1 23.6 0.1 13.7 0.9 0.4 6.2 4.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 11.5 3.5 5.6 16.5 0.7 6.4 0.6 0.2 3.7 18.5 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.0 62.6 47.7 73.5 75.9 41.6 64.1 1.8 1.3 69.1 39.1 25.2 LnGrp LOS E E D E E D EAAEDC Approach Vol, veh/h 648 718 2010 2229 Approach Delay, s/veh 64.7 73.8 14.0 40.9 Approach LOS E E B D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.4 66.7 17.5 34.4 14.3 73.8 14.0 37.9 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 18.0 58.5 14.0 29.0 13.0 63.5 10.0 33.0 Max Q Clear Time (g_c+I1), s 17.3 47.7 13.5 24.5 10.1 4.4 10.6 31.6 Green Ext Time (p_c), s 0.1 8.1 0.1 0.9 0.2 14.3 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D Timing Report, Sorted By Phase Long Bkgrd PM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 22 65 18 35 17 70 14 39 Maximum Split (%) 15.7% 46.4% 12.9% 25.0% 12.1% 50.0% 10.0% 27.9% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 59.5 81.5 6.5 24.5 59.5 76.5 6.5 20.5 End Time (s) 81.5 6.5 24.5 59.5 76.5 6.5 20.5 59.5 Yield/Force Off (s) 77.5 0 20.5 53.5 72.5 0 16.5 53.5 Yield/Force Off 170(s) 77.5 130 20.5 33.5 72.5 130 16.5 32.5 Local Start Time (s) 59.5 81.5 6.5 24.5 59.5 76.5 6.5 20.5 Local Yield (s) 77.5 0 20.5 53.5 72.5 0 16.5 53.5 Local Yield 170(s) 77.5 130 20.5 33.5 72.5 130 16.5 32.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 100 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Long Bkgrd PM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 216 316 274 289 405 121 395 1474 216 205 1874 316 v/c Ratio 0.80 0.81 0.57 0.80 0.92 0.26 0.86 0.61 0.26 0.63 0.85 0.37 Control Delay 85.3 69.8 20.4 77.9 79.7 8.3 70.8 34.8 13.0 70.3 40.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.3 69.8 20.4 77.9 79.7 8.3 70.8 34.8 13.0 70.3 40.5 5.8 Queue Length 50th (ft) 101 275 64 134 360 0 156 449 92 93 562 21 Queue Length 95th (ft) #165 #413 161 #198 #548 52 #257 498 54 137 631 84 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 269 399 488 367 452 476 465 2407 820 343 2207 844 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.80 0.79 0.56 0.79 0.90 0.25 0.85 0.61 0.26 0.60 0.85 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 815 85 45 430 30 65 5 135 30 5 55 Future Volume (veh/h) 60 815 85 45 430 30 65 5 135 30 5 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 62 849 60 47 448 29 68 5 12 31 5 5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 825 1384 1158 465 1278 83 193 11 149 105 18 9 Arrive On Green 0.05 0.74 0.73 0.09 1.00 1.00 0.08 0.09 0.09 0.08 0.09 0.08 Sat Flow, veh/h 1781 1870 1585 1781 1738 112 1386 122 1585 508 193 97 Grp Volume(v), veh/h 62 849 60 47 0 477 73 0 12 41 0 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1850 1508 0 1585 799 0 0 Q Serve(g_s), s 0.9 23.8 1.2 0.6 0.0 0.0 0.0 0.0 0.8 2.2 0.0 0.0 Cycle Q Clear(g_c), s 0.9 23.8 1.2 0.6 0.0 0.0 5.0 0.0 0.8 7.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.06 0.93 1.00 0.76 0.12 Lane Grp Cap(c), veh/h 825 1384 1158 465 0 1361 191 0 149 125 0 0 V/C Ratio(X) 0.08 0.61 0.05 0.10 0.00 0.35 0.38 0.00 0.08 0.33 0.00 0.00 Avail Cap(c_a), veh/h 854 1384 1158 500 0 1361 304 0 274 241 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.86 0.00 0.86 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.7 6.8 4.1 5.2 0.0 0.0 47.9 0.0 45.5 49.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.0 0.1 0.1 0.0 0.6 1.3 0.0 0.2 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 8.0 0.3 0.2 0.0 0.2 2.0 0.0 0.3 1.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.7 8.9 4.2 5.3 0.0 0.6 49.1 0.0 45.7 51.3 0.0 0.0 LnGrp LOS AAAAAADADDAA Approach Vol, veh/h 971 524 85 41 Approach Delay, s/veh 8.2 1.0 48.7 51.3 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.8 86.9 15.3 8.2 86.4 15.3 Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0 Max Green Setting (Gmax), s 6.0 69.5 18.0 6.0 69.5 18.0 Max Q Clear Time (g_c+I1), s 2.6 25.8 9.3 2.9 2.0 7.0 Green Ext Time (p_c), s 0.0 7.5 0.1 0.0 3.2 0.2 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A Timing Report, Sorted By Phase Long Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Min None C-Max Min Maximum Split (s) 10 76 24 10 76 24 Maximum Split (%) 9.1% 69.1% 21.8% 9.1% 69.1% 21.8% Minimum Split (s) 9.5 24.5 24 9.5 24.5 24 Yellow Time (s) 3 4.5 4 3 4.5 4 All-Red Time (s)122122 Minimum Initial (s)555555 Vehicle Extension (s)333333 Minimum Gap (s)333333 Time Before Reduce (s)000000 Time To Reduce (s)000000 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 100 0 76 100 0 76 End Time (s) 0 76 100 0 76 100 Yield/Force Off (s) 106 69.5 94 106 69.5 94 Yield/Force Off 170(s) 106 58.5 94 106 58.5 94 Local Start Time (s) 100 0 76 100 0 76 Local Yield (s) 106 69.5 94 106 69.5 94 Local Yield 170(s) 106 58.5 94 106 58.5 94 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 13: Avondale Road/Constellation Drive & Trilby Road Queues Long Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lb am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 63 849 89 47 479 73 141 93 v/c Ratio 0.09 0.64 0.08 0.11 0.36 0.53 0.46 0.42 Control Delay 2.9 12.6 1.7 3.3 13.2 58.6 12.0 25.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.9 12.6 1.7 3.3 13.2 58.6 12.0 25.4 Queue Length 50th (ft) 7 296 0 2 200 49 0 23 Queue Length 95th (ft) 19 515 18 m18 304 93 55 71 Internal Link Dist (ft) 521 1806 2104 432 Turn Bay Length (ft) 150 250 150 60 Base Capacity (vph) 724 1330 1142 443 1316 204 390 301 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.09 0.64 0.08 0.11 0.36 0.36 0.36 0.31 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 590 65 130 850 35 45 5 80 20 5 40 Future Volume (veh/h) 45 590 65 130 850 35 45 5 80 20 5 40 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 615 50 135 885 35 47 5 4 21 5 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 600 1486 1248 662 1430 57 140 12 105 79 17 4 Arrive On Green 0.04 0.79 0.79 0.09 1.00 1.00 0.06 0.07 0.07 0.06 0.07 0.06 Sat Flow, veh/h 1781 1870 1585 1781 1787 71 1373 175 1585 512 260 59 Grp Volume(v), veh/h 47 615 50 135 0 920 52 0 4 28 0 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1858 1548 0 1585 831 0 0 Q Serve(g_s), s 0.6 14.1 1.0 1.9 0.0 0.0 0.0 0.0 0.3 1.8 0.0 0.0 Cycle Q Clear(g_c), s 0.6 14.1 1.0 1.9 0.0 0.0 4.5 0.0 0.3 6.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.90 1.00 0.75 0.07 Lane Grp Cap(c), veh/h 600 1486 1248 662 0 1486 141 0 105 94 0 0 V/C Ratio(X) 0.08 0.41 0.04 0.20 0.00 0.62 0.37 0.00 0.04 0.30 0.00 0.00 Avail Cap(c_a), veh/h 623 1486 1248 675 0 1486 241 0 215 197 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.59 0.00 0.59 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.0 4.4 3.3 2.7 0.0 0.0 63.5 0.0 61.2 65.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.9 0.1 0.1 0.0 1.2 1.6 0.0 0.1 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 4.6 0.3 0.4 0.0 0.5 1.9 0.0 0.1 1.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.1 5.3 3.3 2.8 0.0 1.2 65.2 0.0 61.3 66.7 0.0 0.0 LnGrp LOS AAAAAAEAEEAA Approach Vol, veh/h 712 1055 56 28 Approach Delay, s/veh 4.9 1.4 64.9 66.7 Approach LOS AAEE Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 116.7 14.3 8.2 117.5 14.3 Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0 Max Green Setting (Gmax), s 6.0 99.5 18.0 6.0 99.5 18.0 Max Q Clear Time (g_c+I1), s 3.9 16.1 8.2 2.6 2.0 6.5 Green Ext Time (p_c), s 0.1 4.6 0.0 0.0 8.8 0.1 Intersection Summary HCM 6th Ctrl Delay 5.6 HCM 6th LOS A Timing Report, Sorted By Phase Long Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Min None C-Max Min Maximum Split (s) 10 106 24 10 106 24 Maximum Split (%) 7.1% 75.7% 17.1% 7.1% 75.7% 17.1% Minimum Split (s) 9.5 24.5 24 9.5 24.5 24 Yellow Time (s) 3 4.5 4 3 4.5 4 All-Red Time (s)122122 Minimum Initial (s)555555 Vehicle Extension (s)333333 Minimum Gap (s)333333 Time Before Reduce (s)000000 Time To Reduce (s)000000 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 130 0 106 130 0 106 End Time (s) 0 106 130 0 106 130 Yield/Force Off (s) 136 99.5 124 136 99.5 124 Yield/Force Off 170(s) 136 88.5 124 136 88.5 124 Local Start Time (s) 130 0 106 130 0 106 Local Yield (s) 136 99.5 124 136 99.5 124 Local Yield 170(s) 136 88.5 124 136 88.5 124 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 13: Avondale Road/Constellation Drive & Trilby Road Queues Long Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lb pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 47 615 68 135 921 52 83 68 v/c Ratio 0.11 0.43 0.06 0.21 0.64 0.50 0.39 0.41 Control Delay 2.4 7.6 1.4 3.5 15.0 76.4 16.7 34.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.4 7.6 1.4 3.5 15.0 76.4 16.7 34.2 Queue Length 50th (ft) 5 176 0 20 325 46 0 22 Queue Length 95th (ft) 13 286 14 m39 m444 90 51 70 Internal Link Dist (ft) 521 1806 2104 432 Turn Bay Length (ft) 150 150 60 Base Capacity (vph) 449 1415 1208 654 1447 165 286 240 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.10 0.43 0.06 0.21 0.64 0.32 0.29 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Long Bkgrd AM 7: Triangle Drive & Strasburg Drive 11/13/2019 Synchro 10 Light Report lb am geo to acptb.syn Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 185 1 5 30 20 1 0 15 50 0 1 Future Vol, veh/h 1 185 1 5 30 20 1 0 15 50 0 1 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 ------------ 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 1 195 1 5 32 21 1 0 16 53 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 53 0 0 196 0 0 251 261 196 259 251 43 Stage 1 ------198198-5353- Stage 2 ------5363-206198- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1553 - - 1377 - - 702 644 845 694 652 1027 Stage 1 ------804737-960851- Stage 2 ------960842-796737- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1553 - - 1377 - - 698 641 845 679 649 1027 Mov Cap-2 Maneuver ------698641-679649- Stage 1 ------803736-959848- Stage 2 ------955839-780736- Approach EB WB NB SB HCM Control Delay, s 0 0.7 9.4 10.7 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 834 1553 - - 1377 - - 684 HCM Lane V/C Ratio 0.02 0.001 - - 0.004 - - 0.078 HCM Control Delay (s) 9.4 7.3 0 - 7.6 0 - 10.7 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3 HCM 6th TWSC Long Bkgrd PM 7: Triangle Drive & Strasburg Drive 11/13/2019 Synchro 10 Light Report lb pm geo to acptb.syn Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 115 1 10 145 60 1 0 30 30 0 5 Future Vol, veh/h 5 115 1 10 145 60 1 0 30 30 0 5 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 ------------ 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 5 121 1 11 153 63 1 0 32 32 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 216 0 0 122 0 0 341 370 122 355 339 185 Stage 1 ------132132-207207- Stage 2 ------209238-148132- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1354 - - 1465 - - 613 560 929 600 582 857 Stage 1 ------871787-795731- Stage 2 ------793708-855787- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1354 - - 1465 - - 603 553 929 574 574 857 Mov Cap-2 Maneuver ------603553-574574- Stage 1 ------868784-792724- Stage 2 ------781702-823784- Approach EB WB NB SB HCM Control Delay, s 0.3 0.3 9.1 11.4 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 913 1354 - - 1465 - - 602 HCM Lane V/C Ratio 0.036 0.004 - - 0.007 - - 0.061 HCM Control Delay (s) 9.1 7.7 0 - 7.5 0 - 11.4 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 6th Roundabout Long Bkgrd AM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lb am geo to acptb.syn Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 121 32 54 57 Demand Flow Rate, veh/h 123 32 55 59 Vehicles Circulating, veh/h 59 43 107 32 Vehicles Exiting, veh/h 32 119 75 43 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.6 2.9 3.3 3.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 123 32 55 59 Cap Entry Lane, veh/h 1299 1321 1237 1336 Entry HV Adj Factor 0.982 0.990 0.978 0.974 Flow Entry, veh/h 121 32 54 57 Cap Entry, veh/h 1276 1308 1210 1301 V/C Ratio 0.095 0.024 0.044 0.044 Control Delay, s/veh 3.6 2.9 3.3 3.1 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Long Bkgrd AM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lb am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.953 0.954 0.920 0.988 Flt Protected 0.991 0.992 0.990 0.978 Satd. Flow (prot) 0 1759 0 0 1763 0 0 1697 0 0 1800 0 Flt Permitted 0.991 0.992 0.990 0.978 Satd. Flow (perm) 0 1759 0 0 1763 0 0 1697 0 0 1800 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Long Bkgrd PM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lb pm geo to acptb.syn Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 85 90 126 73 Demand Flow Rate, veh/h 87 92 129 75 Vehicles Circulating, veh/h 64 102 75 107 Vehicles Exiting, veh/h 118 102 76 87 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.6 3.7 3.5 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 87 92 129 75 Cap Entry Lane, veh/h 1293 1244 1278 1237 Entry HV Adj Factor 0.980 0.980 0.979 0.980 Flow Entry, veh/h 85 90 126 73 Cap Entry, veh/h 1267 1219 1251 1212 V/C Ratio 0.067 0.074 0.101 0.061 Control Delay, s/veh 3.4 3.6 3.7 3.5 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Long Bkgrd PM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lb pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.949 0.952 0.955 0.952 Flt Protected 0.991 0.991 0.982 0.986 Satd. Flow (prot) 0 1752 0 0 1757 0 0 1747 0 0 1749 0 Flt Permitted 0.991 0.991 0.982 0.986 Satd. Flow (perm) 0 1752 0 0 1757 0 0 1747 0 0 1749 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Long Bkgrd AM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lb am geo to acptb.syn Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 79 94 121 Demand Flow Rate, veh/h 80 96 124 Vehicles Circulating, veh/h 91 43 11 Vehicles Exiting, veh/h 48 92 160 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.4 3.4 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 80 96 124 Cap Entry Lane, veh/h 1258 1321 1364 Entry HV Adj Factor 0.988 0.981 0.979 Flow Entry, veh/h 79 94 121 Cap Entry, veh/h 1242 1296 1336 V/C Ratio 0.064 0.073 0.091 Control Delay, s/veh 3.4 3.4 3.4 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Long Bkgrd AM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lb am geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.884 0.993 Flt Protected 0.993 0.983 Satd. Flow (prot) 1635 0 1850 0 0 1831 Flt Permitted 0.993 0.983 Satd. Flow (perm) 1635 0 1850 0 0 1831 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other HCM 6th Roundabout Long Bkgrd PM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lb pm geo to acptb.syn Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 47 58 152 Demand Flow Rate, veh/h 48 59 155 Vehicles Circulating, veh/h 54 69 5 Vehicles Exiting, veh/h 74 91 97 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.2 3.6 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 48 59 155 Cap Entry Lane, veh/h 1306 1286 1373 Entry HV Adj Factor 0.979 0.982 0.983 Flow Entry, veh/h 47 58 152 Cap Entry, veh/h 1279 1263 1349 V/C Ratio 0.037 0.046 0.113 Control Delay, s/veh 3.1 3.2 3.6 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Long Bkgrd PM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lb pm geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.879 0.988 Flt Protected 0.995 0.978 Satd. Flow (prot) 1629 0 1840 0 0 1822 Flt Permitted 0.995 0.978 Satd. Flow (perm) 1629 0 1840 0 0 1822 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other APPENDIX H HCM 6th Signalized Intersection Summary Short Total AM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st am geo to acptb.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 327 278 1143 315 383 858 Future Volume (veh/h) 327 278 1143 315 383 858 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 359 0 1256 133 421 943 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222 Cap, veh/h 397 1631 728 450 2407 Arrive On Green 0.22 0.00 0.46 0.46 0.37 1.00 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 359 0 1256 133 421 943 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 21.6 0.0 32.5 5.4 17.1 0.0 Cycle Q Clear(g_c), s 21.6 0.0 32.5 5.4 17.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 397 1631 728 450 2407 V/C Ratio(X) 0.90 0.77 0.18 0.93 0.39 Avail Cap(c_a), veh/h 397 1631 728 450 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.83 0.83 Uniform Delay (d), s/veh 41.6 0.0 24.9 17.6 30.1 0.0 Incr Delay (d2), s/veh 23.7 0.0 3.6 0.6 23.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 0.0 13.0 1.9 10.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.3 0.0 28.5 18.1 53.7 0.4 LnGrp LOS E C B D A Approach Vol, veh/h 359 A 1389 1364 Approach Delay, s/veh 65.3 27.5 16.9 Approach LOS E C B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.0 26.0 54.0 30.0 Change Period (Y+Rc), s 6.5 6.5 4.5 6.5 Max Green Setting (Gmax), s 73.5 19.5 49.5 23.5 Max Q Clear Time (g_c+I1), s 2.0 19.1 34.5 23.6 Green Ext Time (p_c), s 6.9 0.1 7.3 0.0 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Total AM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st am geo to acptb.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 80 26 54 30 Maximum Split (%) 72.7% 23.6% 49.1% 27.3% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 3.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 20.5 74.5 20.5 100.5 End Time (s) 100.5 100.5 74.5 20.5 Yield/Force Off (s) 94 94 70 14 Yield/Force Off 170(s) 94 94 60 108 Local Start Time (s) 60.5 4.5 60.5 30.5 Local Yield (s) 24 24 0 54 Local Yield 170(s) 24 24 100 38 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 70 (64%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Short Total AM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st am geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 359 305 1256 346 421 943 v/c Ratio 0.93 0.19 0.77 0.38 1.01 0.39 Control Delay 73.2 0.3 28.7 3.1 67.7 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.2 0.3 28.7 3.1 67.7 2.4 Queue Length 50th (ft) 249 0 381 0 ~249 23 Queue Length 95th (ft) #421 0 470 50 #448 42 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 394 1583 1636 917 418 2408 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.91 0.19 0.77 0.38 1.01 0.39 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Short Total PM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st pm geo to acptb.syn Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 376 436 1307 302 423 1323 Future Volume (veh/h) 376 436 1307 302 423 1323 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 404 0 1405 115 455 1423 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222 Cap, veh/h 436 1409 628 465 2373 Arrive On Green 0.24 0.00 0.40 0.40 0.23 0.67 Sat Flow, veh/h 1781 1585 3647 1585 1781 3647 Grp Volume(v), veh/h 404 0 1405 115 455 1423 Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777 Q Serve(g_s), s 31.0 0.0 55.3 6.6 31.5 31.1 Cycle Q Clear(g_c), s 31.0 0.0 55.3 6.6 31.5 31.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 1409 628 465 2373 V/C Ratio(X) 0.93 1.00 0.18 0.98 0.60 Avail Cap(c_a), veh/h 452 1409 628 465 2373 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.65 0.65 Uniform Delay (d), s/veh 51.7 0.0 42.2 27.5 51.6 12.9 Incr Delay (d2), s/veh 25.0 0.0 23.3 0.6 28.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.5 0.0 27.2 2.5 18.1 10.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.6 0.0 65.5 28.1 79.8 13.6 LnGrp LOS E E C E B Approach Vol, veh/h 404 A 1520 1878 Approach Delay, s/veh 76.6 62.7 29.7 Approach LOS E E C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 99.0 38.0 61.0 39.7 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 92.5 31.5 54.5 34.5 Max Q Clear Time (g_c+I1), s 33.1 33.5 57.3 33.0 Green Ext Time (p_c), s 13.3 0.0 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 47.9 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Total PM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st pm geo to acptb.syn Phase Number 2568 Movement SBTL SBL NBT WBL Lead/Lag Lag Lead Lead-Lag Optimize Yes Yes Recall Mode Max None C-Max None Maximum Split (s) 99 38 61 41 Maximum Split (%) 70.7% 27.1% 43.6% 29.3% Minimum Split (s) 21 11 23.5 29.5 Yellow Time (s) 5.5 5.5 5.5 4.5 All-Red Time (s)1112 Minimum Initial (s) 5 4.5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 10 16 Dual Entry Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 85.5 6.5 85.5 44.5 End Time (s) 44.5 44.5 6.5 85.5 Yield/Force Off (s) 38 38 0 79 Yield/Force Off 170(s) 38 38 130 63 Local Start Time (s) 85.5 6.5 85.5 44.5 Local Yield (s) 38 38 0 79 Local Yield 170(s) 38 38 130 63 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 0 (0%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Carpenter Road Queues Short Total PM 16: College Avenue & Carpenter Road Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st pm geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 404 469 1405 325 455 1423 v/c Ratio 0.93 0.30 0.98 0.39 0.98 0.60 Control Delay 80.0 0.5 61.5 4.2 84.9 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.0 0.5 61.5 4.2 84.9 13.8 Queue Length 50th (ft) 358 0 ~671 0 363 352 Queue Length 95th (ft) #549 0 #840 60 #591 415 Internal Link Dist (ft) 507 556 2270 Turn Bay Length (ft) 225 500 325 Base Capacity (vph) 448 1583 1428 832 464 2389 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.90 0.30 0.98 0.39 0.98 0.60 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Short Total AM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st am geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 144 109 31 1379 1079 31 Future Volume (veh/h) 144 109 31 1379 1079 31 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 0 34 1532 1199 18 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222 Cap, veh/h 209 392 2781 2426 1082 Arrive On Green 0.12 0.00 0.14 1.00 0.46 0.46 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 160 0 34 1532 1199 18 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 9.6 0.0 0.5 0.0 26.0 0.7 Cycle Q Clear(g_c), s 9.6 0.0 0.5 0.0 26.0 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 392 2781 2426 1082 V/C Ratio(X) 0.77 0.09 0.55 0.49 0.02 Avail Cap(c_a), veh/h 397 392 2781 2426 1082 HCM Platoon Ratio 1.00 1.00 2.00 2.00 0.67 0.67 Upstream Filter(I) 1.00 0.00 0.71 0.71 0.87 0.87 Uniform Delay (d), s/veh 47.1 0.0 6.3 0.0 16.5 9.7 Incr Delay (d2), s/veh 5.8 0.0 0.3 0.6 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 0.2 0.2 11.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.9 0.0 6.6 0.6 17.2 9.7 LnGrp LOS D AABA Approach Vol, veh/h 160 A 1566 1217 Approach Delay, s/veh 52.9 0.7 17.0 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.0 80.6 18.4 91.6 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 6.5 62.5 23.5 73.5 Max Q Clear Time (g_c+I1), s 2.5 28.0 11.6 2.0 Green Ext Time (p_c), s 0.0 9.3 0.3 15.6 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Total AM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st am geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode Max C-Max Min C-Max Maximum Split (s) 11 69 30 80 Maximum Split (%) 10.0% 62.7% 27.3% 72.7% Minimum Split (s) 11 24.5 24.5 24.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s) 4.5 5 5 5 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 0 11 80 0 End Time (s) 11 80 0 80 Yield/Force Off (s) 6.5 73.5 103.5 73.5 Yield/Force Off 170(s) 6.5 62.5 103.5 73.5 Local Start Time (s) 30 41 0 30 Local Yield (s) 36.5 103.5 23.5 103.5 Local Yield 170(s) 36.5 92.5 23.5 103.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 80 (73%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Splits and Phases: 6: College Avenue & Triangle Drive Queues Short Total AM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st am geo to acptb.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 160 121 34 1532 1199 34 v/c Ratio 0.62 0.08 0.08 0.58 0.59 0.04 Control Delay 53.7 0.1 6.9 11.9 13.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.7 0.1 6.9 11.9 13.6 0.7 Queue Length 50th (ft) 107 0 7 244 352 2 Queue Length 95th (ft) 167 0 m15 324 410 m1 Internal Link Dist (ft) 675 2270 2933 Turn Bay Length (ft) 150 425 500 Base Capacity (vph) 394 1583 434 2664 2042 928 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.41 0.08 0.08 0.58 0.59 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Total PM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st pm geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 119 93 196 1541 1652 191 Future Volume (veh/h) 119 93 196 1541 1652 191 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 123 0 202 1589 1703 132 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222 Cap, veh/h 159 331 2957 2693 1201 Arrive On Green 0.09 0.00 0.10 1.00 1.00 1.00 Sat Flow, veh/h 1781 1585 1781 3647 3647 1585 Grp Volume(v), veh/h 123 0 202 1589 1703 132 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1777 1777 1585 Q Serve(g_s), s 9.5 0.0 3.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.5 0.0 3.5 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 159 331 2957 2693 1201 V/C Ratio(X) 0.77 0.61 0.54 0.63 0.11 Avail Cap(c_a), veh/h 248 504 2957 2693 1201 HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.48 0.48 0.30 0.30 Uniform Delay (d), s/veh 62.4 0.0 2.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 7.7 0.0 0.9 0.3 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 0.7 0.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.1 0.0 3.3 0.3 0.3 0.1 LnGrp LOS E AAAA Approach Vol, veh/h 123 A 1791 1835 Approach Delay, s/veh 70.1 0.7 0.3 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 10.4 111.6 18.0 122.0 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 19.5 84.5 18.5 108.5 Max Q Clear Time (g_c+I1), s 5.5 2.0 11.5 2.0 Green Ext Time (p_c), s 0.4 21.1 0.2 17.2 Intersection Summary HCM 6th Ctrl Delay 2.8 HCM 6th LOS A Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Short Total PM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st pm geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode None C-Max None C-Max Maximum Split (s) 24 91 25 115 Maximum Split (%) 17.1% 65.0% 17.9% 82.1% Minimum Split (s) 11.5 24.5 24.5 22.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s)5555 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry No Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 31.5 55.5 6.5 31.5 End Time (s) 55.5 6.5 31.5 6.5 Yield/Force Off (s) 51 0 25 0 Yield/Force Off 170(s) 51 129 14 0 Local Start Time (s) 31.5 55.5 6.5 31.5 Local Yield (s) 51 0 25 0 Local Yield 170(s) 51 129 14 0 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBTL, Start of Yellow Splits and Phases: 6: College Avenue & Triangle Drive Queues Short Total PM 6: College Avenue & Triangle Drive Expanded Geometry at Trilby 02/12/2020 Synchro 10 Light Report st pm geo to acptb.syn Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 123 96 202 1589 1703 197 v/c Ratio 0.62 0.06 0.68 0.55 0.71 0.17 Control Delay 73.0 0.1 28.6 13.3 24.8 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.0 0.1 28.6 13.3 24.8 7.5 Queue Length 50th (ft) 108 0 139 394 517 40 Queue Length 95th (ft) 173 0 m161 m415 m548 m46 Internal Link Dist (ft) 675 2270 2933 Turn Bay Length (ft) 150 425 500 Base Capacity (vph) 246 1583 360 2867 2395 1135 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.50 0.06 0.56 0.55 0.71 0.17 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Total AM 3: College Avenue & Trilby Road Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 248 335 231 98 222 193 181 1291 101 112 764 90 Future Volume (veh/h) 248 335 231 98 222 193 181 1291 101 112 764 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 258 349 88 102 231 86 189 1345 44 117 796 30 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 341 404 328 187 320 257 281 1852 826 204 1773 791 Arrive On Green 0.16 0.36 0.35 0.05 0.17 0.16 0.08 0.52 0.52 0.06 0.50 0.50 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 258 349 88 102 231 86 189 1345 44 117 796 30 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 7.8 19.1 4.4 3.2 12.8 5.3 5.8 32.1 1.5 3.6 15.9 1.1 Cycle Q Clear(g_c), s 7.8 19.1 4.4 3.2 12.8 5.3 5.8 32.1 1.5 3.6 15.9 1.1 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 341 404 328 187 320 257 281 1852 826 204 1773 791 V/C Ratio(X) 0.76 0.86 0.27 0.55 0.72 0.33 0.67 0.73 0.05 0.57 0.45 0.04 Avail Cap(c_a), veh/h 346 561 461 220 493 403 346 1852 826 220 1773 791 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 33.7 30.0 50.7 43.1 40.8 49.1 20.3 13.0 50.4 17.8 14.1 Incr Delay (d2), s/veh 7.7 8.5 0.4 2.5 3.1 0.8 2.8 1.9 0.1 3.1 0.8 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 3.5 8.0 1.6 1.4 6.1 2.1 2.5 12.0 0.5 1.6 6.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.4 42.2 30.4 53.2 46.2 41.6 51.9 22.2 13.1 53.5 18.6 14.2 LnGrp LOS DDCDDDDCBDBB Approach Vol, veh/h 695 419 1578 943 Approach Delay, s/veh 44.5 46.9 25.5 22.8 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 60.4 9.0 28.7 9.5 62.8 13.8 23.8 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 10.0 41.5 6.0 32.0 6.0 45.5 10.0 28.0 Max Q Clear Time (g_c+I1), s 7.8 17.9 5.2 21.1 5.6 34.1 9.8 14.8 Green Ext Time (p_c), s 0.1 5.0 0.0 1.7 0.0 6.4 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 30.9 HCM 6th LOS C Timing Report, Sorted By Phase Short Total AM 3: College Avenue & Trilby Road Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 14 48 10 38 10 52 14 34 Maximum Split (%) 12.7% 43.6% 9.1% 34.5% 9.1% 47.3% 12.7% 30.9% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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 81 19 29 67 77 19 33 End Time (s) 81 19 29 67 77 19 33 67 Yield/Force Off (s) 77 12.5 25 61 73 12.5 29 61 Yield/Force Off 170(s) 77 2.5 25 41 73 2.5 29 40 Local Start Time (s) 48 62 0 10 48 58 0 14 Local Yield (s) 58 103.5 6 42 54 103.5 10 42 Local Yield 170(s) 58 93.5 6 22 54 93.5 10 21 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 19 (17%), Referenced to phase 2:SBT and 6:NBT, Start of Red Splits and Phases: 3: College Avenue & Trilby Road Queues Short Total AM 3: College Avenue & Trilby Road Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 258 349 241 102 231 201 189 1345 105 117 796 94 v/c Ratio 0.75 0.77 0.47 0.47 0.60 0.48 0.53 0.82 0.13 0.43 0.51 0.12 Control Delay 69.0 44.7 8.2 57.1 45.4 16.4 63.4 18.9 1.4 53.9 24.9 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.0 44.7 8.2 57.1 45.4 16.4 63.4 18.9 1.4 53.9 24.9 3.5 Queue Length 50th (ft) 88 228 18 36 147 38 73 173 0 40 215 0 Queue Length 95th (ft) #151 266 50 64 214 100 111 #470 m10 72 294 26 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 343 558 595 218 491 505 366 1644 794 269 1555 757 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.75 0.63 0.41 0.47 0.47 0.40 0.52 0.82 0.13 0.43 0.51 0.12 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Short Total PM 3: College Avenue & Trilby Road Expanded Geometry at Trilby 11/13/2019 Synchro 10 Light Report st pm 140 secs.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 252 160 157 360 112 274 1226 109 192 1546 276 Future Volume (veh/h) 169 252 160 157 360 112 274 1226 109 192 1546 276 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 184 274 31 171 391 19 298 1333 69 209 1680 168 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 213 450 382 285 424 359 346 1760 785 282 1695 756 Arrive On Green 0.08 0.24 0.24 0.06 0.23 0.23 0.20 0.99 0.99 0.08 0.48 0.48 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 184 274 31 171 391 19 298 1333 69 209 1680 168 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 11.0 18.2 2.1 9.0 28.6 1.3 11.7 2.0 0.1 8.3 65.6 8.7 Cycle Q Clear(g_c), s 11.0 18.2 2.1 9.0 28.6 1.3 11.7 2.0 0.1 8.3 65.6 8.7 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 213 450 382 285 424 359 346 1760 785 282 1695 756 V/C Ratio(X) 0.86 0.61 0.08 0.60 0.92 0.05 0.86 0.76 0.09 0.74 0.99 0.22 Avail Cap(c_a), veh/h 213 454 385 285 428 362 346 1760 785 346 1695 756 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 47.3 41.1 42.1 52.9 42.4 55.1 0.3 0.3 62.8 36.3 21.4 Incr Delay (d2), s/veh 28.8 2.3 0.1 3.5 25.4 0.1 16.6 2.6 0.2 6.5 19.8 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 6.5 8.7 0.8 1.3 16.2 0.5 5.2 0.8 0.1 3.8 30.7 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.5 49.6 41.2 45.6 78.4 42.4 71.6 2.9 0.5 69.4 56.1 22.1 LnGrp LOS E D D D E D EAAEEC Approach Vol, veh/h 489 581 1700 2057 Approach Delay, s/veh 56.6 67.5 14.8 54.7 Approach LOS E E B D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 72.3 12.0 38.7 14.4 74.8 14.0 36.7 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 65.5 8.0 33.0 13.0 65.5 10.0 31.0 Max Q Clear Time (g_c+I1), s 13.7 67.6 11.0 20.2 10.3 4.0 13.0 30.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.2 12.3 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 42.4 HCM 6th LOS D Timing Report, Sorted By Phase Short Total PM 3: College Avenue & Trilby Road Expanded Geometry at Trilby 11/13/2019 Synchro 10 Light Report st pm 140 secs.syn Phase Number 12345678 Movement NBL SBT WBL EBTL SBL NBT EBL WBTL Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None Min None C-Max None Min Maximum Split (s) 17 72 12 39 17 72 14 37 Maximum Split (%) 12.1% 51.4% 8.6% 27.9% 12.1% 51.4% 10.0% 26.4% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 57.5 74.5 6.5 18.5 57.5 74.5 6.5 20.5 End Time (s) 74.5 6.5 18.5 57.5 74.5 6.5 20.5 57.5 Yield/Force Off (s) 70.5 0 14.5 51.5 70.5 0 16.5 51.5 Yield/Force Off 170(s) 70.5 130 14.5 51.5 70.5 130 16.5 51.5 Local Start Time (s) 57.5 74.5 6.5 18.5 57.5 74.5 6.5 20.5 Local Yield (s) 70.5 0 14.5 51.5 70.5 0 16.5 51.5 Local Yield 170(s) 70.5 130 14.5 51.5 70.5 130 16.5 51.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 130 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Short Total PM 3: College Avenue & Trilby Road Expanded Geometry at Trilby 11/13/2019 Synchro 10 Light Report st pm 140 secs.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 184 274 174 171 391 122 298 1333 118 209 1680 300 v/c Ratio 0.94 0.62 0.34 0.62 0.94 0.27 0.86 0.78 0.15 0.64 0.99 0.34 Control Delay 88.1 54.4 7.7 46.5 84.2 8.7 83.0 47.3 12.9 70.6 56.4 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 88.1 54.4 7.7 46.5 84.2 8.7 83.0 47.3 12.9 70.6 56.4 6.5 Queue Length 50th (ft) 123 223 0 113 350 0 136 656 26 95 789 33 Queue Length 95th (ft) #265 322 60 176 #543 53 #220 733 47 139 #974 92 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 195 452 516 274 425 455 347 1716 812 343 1693 879 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.94 0.61 0.34 0.62 0.92 0.27 0.86 0.78 0.15 0.61 0.99 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th TWSC Short Total AM 13: Avondale Road/Constellation Drive & Trilby Road Expanded Geometry at Trilby 02/05/2020 Synchro 10 Light Report st am.syn Intersection Int Delay, s/veh 8.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 667 84 40 431 23 68 4 131 12 1 35 Future Vol, veh/h 50 667 84 40 431 23 68 4 131 12 1 35 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 ----60--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 53 710 89 43 459 24 72 4 139 13 1 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 483 0 0 799 0 0 1437 1430 755 1489 1462 471 Stage 1 ------861861-557557- Stage 2 ------576569-932905- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1080 - - 824 - - 111 135 409 102 129 593 Stage 1 ------350372-515512- Stage 2 ------503506-320355- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1080 - - 824 - - 95 122 409 60 116 593 Mov Cap-2 Maneuver ------95122-60116- Stage 1 ------333354-490485- Stage 2 ------446480-198338- Approach EB WB NB SB HCM Control Delay, s 0.5 0.8 55 32.9 HCM LOS F D Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 96 409 1080 - - 824 - - 179 HCM Lane V/C Ratio 0.798 0.341 0.049 - - 0.052 - - 0.285 HCM Control Delay (s) 121.7 18.3 8.5 - - 9.6 - - 32.9 HCM Lane LOS F C A - - A - - D HCM 95th %tile Q(veh) 4.3 1.5 0.2 - - 0.2 - - 1.1 HCM 6th TWSC Short Total PM 13: Avondale Road/Constellation Drive & Trilby Road Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report st pm geo to acptb.syn Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 495 66 128 764 24 43 2 78 9 3 29 Future Vol, veh/h 32 495 66 128 764 24 43 2 78 9 3 29 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 ----60--- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 22222222222 Mvmt Flow 33 516 69 133 796 25 45 2 81 9 3 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 821 0 0 585 0 0 1708 1704 551 1733 1726 809 Stage 1 ------617617-1075 1075 - Stage 2 ------1091 1087 - 658 651 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 808 - - 990 - - 72 91 534 69 89 380 Stage 1 ------477481-266296- Stage 2 ------260292-453465- Platoon blocked, % - - - - Mov Cap-1 Maneuver 808 - - 990 - - 56 76 534 50 74 380 Mov Cap-2 Maneuver ------5676-5074- Stage 1 ------457461-255256- Stage 2 ------205253-367446- Approach EB WB NB SB HCM Control Delay, s 0.5 1.3 76.3 42.4 HCM LOS F E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 57 534 808 - - 990 - - 138 HCM Lane V/C Ratio 0.822 0.152 0.041 - - 0.135 - - 0.309 HCM Control Delay (s) 186.2 12.9 9.6 - - 9.2 - - 42.4 HCM Lane LOS F B A - - A - - E HCM 95th %tile Q(veh) 3.6 0.5 0.1 - - 0.5 - - 1.2 HCM 6th TWSC Short Total AM 19: Apartment Access & Triangle Drive Expanded Geometry at Trilby 02/05/2020 Synchro 10 Light Report st am.syn Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 331 1 13 85 1 38 Future Vol, veh/h 331 1 13 85 1 38 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 345 1 14 89 1 40 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 346 0 463 346 Stage 1 - - - - 346 - Stage 2 - - - - 117 - 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 - - 1213 - 557 697 Stage 1 - - - - 716 - Stage 2 - - - - 908 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1213 - 550 697 Mov Cap-2 Maneuver - - - - 550 - Stage 1 - - - - 716 - Stage 2 - - - - 897 - Approach EB WB NB HCM Control Delay, s 0 1.1 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 692 - - 1213 - HCM Lane V/C Ratio 0.059 - - 0.011 - HCM Control Delay (s) 10.5 - - 8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 6th TWSC Short Total PM 19: Apartment Access & Triangle Drive Expanded Geometry at Trilby 02/05/2020 Synchro 10 Light Report st pm.syn Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 187 1 38 349 1 25 Future Vol, veh/h 187 1 38 349 1 25 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 195 1 40 364 1 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 196 0 640 196 Stage 1 - - - - 196 - Stage 2 - - - - 444 - 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 - - 1377 - 440 845 Stage 1 - - - - 837 - Stage 2 - - - - 646 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1377 - 427 845 Mov Cap-2 Maneuver - - - - 427 - Stage 1 - - - - 837 - Stage 2 - - - - 627 - Approach EB WB NB HCM Control Delay, s 0 0.8 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 814 - - 1377 - HCM Lane V/C Ratio 0.033 - - 0.029 - HCM Control Delay (s) 9.6 - - 7.7 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0.1 - HCM 6th TWSC Short Total AM 7: Triangle Drive & Strasburg Drive Expanded Geometry at Trilby 02/05/2020 Synchro 10 Light Report st am.syn Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 204 1 23 43 19 1 0 78 49 0 0 Future Vol, veh/h 0 204 1 23 43 19 1 0 78 49 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 96 96 95 95 96 96 96 95 96 95 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 215 1 24 45 20 1 0 81 52 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 65 0 0 216 0 0 319 329 216 359 319 55 Stage 1 ------216216-103103- Stage 2 ------103113-256216- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1537 - - 1354 - - 634 590 824 596 598 1012 Stage 1 ------786724-903810- Stage 2 ------903802-749724- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1537 - - 1354 - - 625 579 824 530 587 1012 Mov Cap-2 Maneuver ------625579-530587- Stage 1 ------786724-903795- Stage 2 ------887788-675724- Approach EB WB NB SB HCM Control Delay, s 0 2.1 9.9 12.5 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 821 1537 - - 1354 - - 530 HCM Lane V/C Ratio 0.1 - - - 0.018 - - 0.097 HCM Control Delay (s) 9.9 0 - - 7.7 - - 12.5 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.3 HCM 6th TWSC Short Total PM 7: Triangle Drive & Strasburg Drive Expanded Geometry at Trilby 02/05/2020 Synchro 10 Light Report st pm.syn Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 109 1 82 207 60 1 0 78 31 0 3 Future Vol, veh/h 5 109 1 82 207 60 1 0 78 31 0 3 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 - - - 60 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 114 1 85 216 63 1 0 81 32 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 279 0 0 115 0 0 544 574 115 583 543 248 Stage 1 ------125125-418418- Stage 2 ------419449-165125- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1284 - - 1474 - - 450 429 937 424 447 791 Stage 1 ------879792-612591- Stage 2 ------612572-837792- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1284 - - 1474 - - 427 402 937 369 419 791 Mov Cap-2 Maneuver ------427402-369419- Stage 1 ------875789-610557- Stage 2 ------574539-761789- Approach EB WB NB SB HCM Control Delay, s 0.3 1.8 9.3 15.2 HCM LOS A C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 923 1284 - - 1474 - - 387 HCM Lane V/C Ratio 0.089 0.004 - - 0.058 - - 0.092 HCM Control Delay (s) 9.3 7.8 0 - 7.6 - - 15.2 HCM Lane LOS A A A - A - - C HCM 95th %tile Q(veh) 0.3 0 - - 0.2 - - 0.3 HCM 6th Roundabout Short Total AM 8: Avondale Road & Triangle Drive Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 134 64 53 62 Demand Flow Rate, veh/h 136 65 54 63 Vehicles Circulating, veh/h 66 40 190 42 Vehicles Exiting, veh/h 39 204 12 63 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.7 3.1 3.6 3.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 136 65 54 63 Cap Entry Lane, veh/h 1290 1325 1137 1322 Entry HV Adj Factor 0.984 0.990 0.975 0.984 Flow Entry, veh/h 134 64 53 62 Cap Entry, veh/h 1269 1312 1108 1300 V/C Ratio 0.105 0.049 0.048 0.048 Control Delay, s/veh 3.7 3.1 3.6 3.1 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Short Total AM 8: Avondale Road & Triangle Drive Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.949 0.913 0.987 Flt Protected 0.992 0.993 0.999 0.958 Satd. Flow (prot) 0 1846 0 0 1755 0 0 1699 0 0 1761 0 Flt Permitted 0.992 0.993 0.999 0.958 Satd. Flow (perm) 0 1846 0 0 1755 0 0 1699 0 0 1761 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Short Total PM 8: Avondale Road & Triangle Drive Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report st pm geo to acptb.syn Intersection Intersection Delay, s/veh 3.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 91 211 28 81 Demand Flow Rate, veh/h 92 215 28 83 Vehicles Circulating, veh/h 94 28 132 141 Vehicles Exiting, veh/h 130 132 54 102 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.5 4.1 3.2 3.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 92 215 28 83 Cap Entry Lane, veh/h 1254 1341 1206 1195 Entry HV Adj Factor 0.984 0.982 0.992 0.973 Flow Entry, veh/h 91 211 28 81 Cap Entry, veh/h 1234 1316 1197 1163 V/C Ratio 0.073 0.160 0.023 0.069 Control Delay, s/veh 3.5 4.1 3.2 3.7 LOS AAAA 95th %tile Queue, veh 0100 HCM 6th Roundabout Short Total AM 12: Avondale Road & Strasburg Drive Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Intersection Intersection Delay, s/veh 3.5 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 87 110 133 Demand Flow Rate, veh/h 88 112 136 Vehicles Circulating, veh/h 107 46 13 Vehicles Exiting, veh/h 51 103 182 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.5 3.5 3.5 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 88 112 136 Cap Entry Lane, veh/h 1237 1317 1362 Entry HV Adj Factor 0.989 0.981 0.980 Flow Entry, veh/h 87 110 133 Cap Entry, veh/h 1223 1292 1334 V/C Ratio 0.071 0.085 0.100 Control Delay, s/veh 3.5 3.5 3.5 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Short Total AM 12: Avondale Road & Strasburg Drive Geometry necessary for acceptable operation 11/06/2019 Synchro 10 Light Report st am geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.885 0.994 Flt Protected 0.993 0.983 Satd. Flow (prot) 1637 0 1852 0 0 1831 Flt Permitted 0.993 0.983 Satd. Flow (perm) 1637 0 1852 0 0 1831 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other Lanes and Geometrics Short Total PM 8: Avondale Road & Triangle Drive Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report st pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.953 0.923 0.953 Flt Protected 0.991 0.991 0.998 0.976 Satd. Flow (prot) 0 1844 0 0 1759 0 0 1716 0 0 1733 0 Flt Permitted 0.991 0.991 0.998 0.976 Satd. Flow (perm) 0 1844 0 0 1759 0 0 1716 0 0 1733 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Short Total PM 12: Avondale Road & Strasburg Drive Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report st pm geo to acptb.syn Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 50 65 191 Demand Flow Rate, veh/h 51 66 195 Vehicles Circulating, veh/h 62 100 4 Vehicles Exiting, veh/h 104 99 109 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.4 3.8 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 51 66 195 Cap Entry Lane, veh/h 1295 1246 1374 Entry HV Adj Factor 0.980 0.982 0.980 Flow Entry, veh/h 50 65 191 Cap Entry, veh/h 1270 1223 1347 V/C Ratio 0.039 0.053 0.142 Control Delay, s/veh 3.1 3.4 3.8 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Short Total PM 12: Avondale Road & Strasburg Drive Expanded Geometry at Trilby 11/07/2019 Synchro 10 Light Report st pm geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.876 0.992 Flt Protected 0.996 0.975 Satd. Flow (prot) 1625 0 1848 0 0 1816 Flt Permitted 0.996 0.975 Satd. Flow (perm) 1625 0 1848 0 0 1816 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other APPENDIX I HCM 6th Signalized Intersection Summary Long Total AM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 75 115 410 60 305 85 1260 410 395 900 105 Future Volume (veh/h) 135 75 115 410 60 305 85 1260 410 395 900 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 78 0 427 62 0 89 1312 160 416 938 98 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 540 130 511 115 172 1648 512 492 1729 180 Arrive On Green 0.16 0.07 0.00 0.15 0.06 0.00 0.10 0.32 0.32 0.28 0.74 0.74 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4697 489 Grp Volume(v), veh/h 141 78 0 427 62 0 89 1312 160 416 679 357 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1782 Q Serve(g_s), s 3.9 4.5 0.0 13.2 3.5 0.0 5.2 25.8 8.4 12.5 9.6 9.7 Cycle Q Clear(g_c), s 3.9 4.5 0.0 13.2 3.5 0.0 5.2 25.8 8.4 12.5 9.6 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 540 130 511 115 172 1648 512 492 1253 656 V/C Ratio(X) 0.26 0.60 0.84 0.54 0.52 0.80 0.31 0.85 0.54 0.54 Avail Cap(c_a), veh/h 540 332 518 468 186 1648 512 518 1253 656 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.89 0.89 0.89 Uniform Delay (d), s/veh 40.8 49.7 0.0 45.6 50.1 0.0 47.2 34.0 28.1 38.2 10.4 10.4 Incr Delay (d2), s/veh 0.3 4.3 0.0 11.2 3.9 0.0 2.4 4.1 1.6 10.7 1.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 2.2 0.0 6.3 1.7 0.0 2.3 10.4 3.3 5.0 2.6 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.1 54.0 0.0 56.8 54.1 0.0 49.6 38.0 29.7 48.9 11.9 13.3 LnGrp LOS D D E D DDCDBB Approach Vol, veh/h 219 A 489 A 1561 1452 Approach Delay, s/veh 45.7 56.5 37.8 22.9 Approach LOS D E D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.2 46.0 21.8 13.2 21.2 41.0 22.7 12.2 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 10.5 39.5 15.5 18.5 15.5 34.5 7.5 26.5 Max Q Clear Time (g_c+I1), s 7.2 11.7 15.2 6.5 14.5 27.8 5.9 5.5 Green Ext Time (p_c), s 0.0 6.5 0.1 0.2 0.2 4.3 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 34.9 HCM 6th LOS C Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Total AM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lag Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max None None None C-Max None None Maximum Split (s) 17 46 22 25 22 41 14 33 Maximum Split (%) 15.5% 41.8% 20.0% 22.7% 20.0% 37.3% 12.7% 30.0% Minimum Split (s) 11.5 21 22 24.5 11 23.5 11.5 29.5 Yellow Time (s) 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 All-Red Time (s)11221122 Minimum Initial (s)55554.5555 Vehicle Extension (s)33333333 Minimum Gap (s)33333333 Time Before Reduce (s)00000000 Time To Reduce (s)00000000 Walk Time (s) 7 7 7 Flash Dont Walk (s) 11 10 16 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 11.5 75.5 53.5 28.5 6.5 75.5 61.5 28.5 End Time (s) 28.5 11.5 75.5 53.5 28.5 6.5 75.5 61.5 Yield/Force Off (s) 22 5 69 47 22 0 69 55 Yield/Force Off 170(s) 22 5 69 36 22 100 69 39 Local Start Time (s) 11.5 75.5 53.5 28.5 6.5 75.5 61.5 28.5 Local Yield (s) 22 5 69 47 22 0 69 55 Local Yield 170(s) 22 5 69 36 22 100 69 39 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 85 Offset: 0 (0%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Avondale Road/Carpenter Road Queues Long Total AM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 141 78 120 427 63 318 89 1313 427 416 1047 v/c Ratio 0.22 0.42 0.08 0.70 0.37 0.20 0.51 0.65 0.48 0.82 0.44 Control Delay 38.4 52.8 0.1 49.1 52.2 0.3 57.9 30.5 4.7 52.1 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 52.8 0.1 49.1 52.2 0.3 57.9 30.5 4.7 52.1 4.5 Queue Length 50th (ft) 43 53 0 146 43 0 60 286 0 161 13 Queue Length 95th (ft) 71 98 0 197 84 0 113 367 70 #227 14 Internal Link Dist (ft) 400 507 556 2270 Turn Bay Length (ft) 160 500 325 Base Capacity (vph) 630 330 1583 614 465 1583 185 2028 888 514 2377 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.22 0.24 0.08 0.70 0.14 0.20 0.48 0.65 0.48 0.81 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Total PM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 80 160 480 105 455 205 1370 390 450 1405 185 Future Volume (veh/h) 215 80 160 480 105 455 205 1370 390 450 1405 185 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 224 83 0 500 109 0 214 1427 152 474 1464 182 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 515 124 567 152 253 1751 543 541 1643 204 Arrive On Green 0.15 0.07 0.00 0.16 0.08 0.00 0.14 0.34 0.34 0.16 0.36 0.36 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4600 571 Grp Volume(v), veh/h 224 83 0 500 109 0 214 1427 152 474 1083 563 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1767 Q Serve(g_s), s 8.3 6.1 0.0 19.8 8.0 0.0 16.4 35.7 9.8 18.8 42.0 42.1 Cycle Q Clear(g_c), s 8.3 6.1 0.0 19.8 8.0 0.0 16.4 35.7 9.8 18.8 42.0 42.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 515 124 567 152 253 1751 543 541 1216 631 V/C Ratio(X) 0.43 0.67 0.88 0.72 0.84 0.82 0.28 0.88 0.89 0.89 Avail Cap(c_a), veh/h 515 321 580 428 261 1751 543 555 1216 631 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.62 0.62 0.62 Uniform Delay (d), s/veh 54.2 63.8 0.0 57.2 62.7 0.0 58.5 42.0 33.4 57.7 42.4 42.4 Incr Delay (d2), s/veh 0.6 6.0 0.0 14.6 6.2 0.0 21.2 4.3 1.3 9.6 6.6 11.7 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 3.6 3.0 0.0 9.6 4.0 0.0 8.6 14.9 3.9 8.6 17.8 19.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.8 69.9 0.0 71.8 68.9 0.0 79.8 46.3 34.7 67.3 49.0 54.2 LnGrp LOS D E E E E D C E D D Approach Vol, veh/h 307 A 609 A 1793 2120 Approach Delay, s/veh 58.8 71.3 49.3 54.5 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.4 55.5 28.5 14.8 27.4 53.5 26.4 16.9 Change Period (Y+Rc), s 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 19.5 49.0 22.5 23.0 21.5 47.0 14.5 31.0 Max Q Clear Time (g_c+I1), s 18.4 44.1 21.8 8.1 20.8 37.7 10.3 10.0 Green Ext Time (p_c), s 0.1 3.6 0.2 0.2 0.2 5.9 0.3 0.4 Intersection Summary HCM 6th Ctrl Delay 55.0 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Total PM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report Page 2 Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lag Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max None None None C-Max None None Maximum Split (s) 26 55.5 29 29.5 28 53.5 21 37.5 Maximum Split (%) 18.6% 39.6% 20.7% 21.1% 20.0% 38.2% 15.0% 26.8% Minimum Split (s) 11.5 25.5 11.5 29.5 11 25.5 11.5 29.5 Yellow Time (s) 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 All-Red Time (s)11221122 Minimum Initial (s)55554.5555 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) 12 16 12 16 Dual Entry No Yes Yes Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 8.5 93 64 34.5 6.5 93 72 34.5 End Time (s) 34.5 8.5 93 64 34.5 6.5 93 72 Yield/Force Off (s) 28 2 86.5 57.5 28 0 86.5 65.5 Yield/Force Off 170(s) 28 130 86.5 41.5 28 128 86.5 49.5 Local Start Time (s) 8.5 93 64 34.5 6.5 93 72 34.5 Local Yield (s) 28 2 86.5 57.5 28 0 86.5 65.5 Local Yield 170(s) 28 130 86.5 41.5 28 128 86.5 49.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 120 Offset: 0 (0%), Referenced to phase 6:NBT, Start of Yellow Splits and Phases: 16: College Avenue & Avondale Road/Carpenter Road Queues Long Total PM 16: College Avenue & Avondale Road/Carpenter Road 02/12/2020 Synchro 10 Light Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 224 83 167 500 109 474 214 1427 406 474 1657 v/c Ratio 0.37 0.50 0.11 0.77 0.56 0.30 0.84 0.69 0.46 0.88 0.79 Control Delay 52.2 70.2 0.1 61.9 70.4 0.5 86.0 37.8 4.7 75.5 39.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 70.2 0.1 61.9 70.4 0.5 86.0 37.8 4.7 75.5 39.1 Queue Length 50th (ft) 93 73 0 224 96 0 192 394 0 219 473 Queue Length 95th (ft) 131 126 0 278 154 0 #326 496 73 #306 592 Internal Link Dist (ft) 400 507 556 2270 Turn Bay Length (ft) 200 200 160 200 450 500 325 Base Capacity (vph) 604 319 1583 662 425 1583 259 2060 882 551 2108 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.37 0.26 0.11 0.76 0.26 0.30 0.83 0.69 0.46 0.86 0.79 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Total AM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 245 75 25 1630 1460 55 Future Volume (veh/h) 245 75 25 1630 1460 55 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 253 0 26 1680 1505 54 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222 Cap, veh/h 303 345 3726 3359 121 Arrive On Green 0.17 0.00 0.05 0.97 1.00 1.00 Sat Flow, veh/h 1781 1585 1781 5274 5229 182 Grp Volume(v), veh/h 253 0 26 1680 1012 547 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1838 Q Serve(g_s), s 15.1 0.0 0.5 1.9 0.0 0.0 Cycle Q Clear(g_c), s 15.1 0.0 0.5 1.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 303 345 3726 2260 1220 V/C Ratio(X) 0.83 0.08 0.45 0.45 0.45 Avail Cap(c_a), veh/h 526 439 3726 2260 1220 HCM Platoon Ratio 1.00 1.00 1.33 1.33 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.83 0.83 0.81 0.81 Uniform Delay (d), s/veh 44.1 0.0 4.5 0.5 0.0 0.0 Incr Delay (d2), s/veh 6.0 0.0 0.1 0.3 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 0.0 0.1 0.4 0.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.1 0.0 4.5 0.8 0.5 1.0 LnGrp LOS D AAAA Approach Vol, veh/h 253 A 1706 1559 Approach Delay, s/veh 50.1 0.9 0.7 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.2 78.5 24.2 85.8 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 8.5 52.5 31.5 65.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 17.1 3.9 Green Ext Time (p_c), s 0.0 13.0 0.6 16.9 Intersection Summary HCM 6th Ctrl Delay 4.3 HCM 6th LOS A Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Total AM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode None C-Max None C-Max Maximum Split (s) 13 59 38 72 Maximum Split (%) 11.8% 53.6% 34.5% 65.5% Minimum Split (s) 11.5 24.5 24.5 22.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s)5555 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry No Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 38 51 0 38 End Time (s) 51 0 38 0 Yield/Force Off (s) 46.5 103.5 31.5 103.5 Yield/Force Off 170(s) 46.5 92.5 20.5 103.5 Local Start Time (s) 38 51 0 38 Local Yield (s) 46.5 103.5 31.5 103.5 Local Yield 170(s) 46.5 92.5 20.5 103.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Splits and Phases: 6: College Avenue & Triangle Drive Queues Long Total AM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 253 77 26 1680 1562 v/c Ratio 0.71 0.05 0.10 0.47 0.48 Control Delay 52.0 0.1 16.0 22.3 25.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 0.1 16.0 22.3 25.4 Queue Length 50th (ft) 168 0 11 330 383 Queue Length 95th (ft) 238 0 m27 443 457 Internal Link Dist (ft) 374 2270 2933 Turn Bay Length (ft) 150 425 Base Capacity (vph) 522 1583 289 3559 3244 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.48 0.05 0.09 0.47 0.48 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Total PM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report Page 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 185 30 90 1915 2130 195 Future Volume (veh/h) 185 30 90 1915 2130 195 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 191 0 93 1974 2196 195 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222 Cap, veh/h 229 197 4049 3470 305 Arrive On Green 0.13 0.00 0.06 1.00 0.73 0.73 Sat Flow, veh/h 1781 1585 1781 5274 4948 419 Grp Volume(v), veh/h 191 0 93 1974 1557 834 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1702 1702 1795 Q Serve(g_s), s 14.7 0.0 1.7 0.0 32.3 33.3 Cycle Q Clear(g_c), s 14.7 0.0 1.7 0.0 32.3 33.3 Prop In Lane 1.00 1.00 1.00 0.23 Lane Grp Cap(c), veh/h 229 197 4049 2472 1303 V/C Ratio(X) 0.83 0.47 0.49 0.63 0.64 Avail Cap(c_a), veh/h 337 282 4049 2472 1303 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.80 0.80 0.26 0.26 Uniform Delay (d), s/veh 59.6 0.0 15.2 0.0 9.7 9.8 Incr Delay (d2), s/veh 11.1 0.0 1.4 0.3 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 0.0 1.5 0.1 9.6 10.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.6 0.0 16.6 0.3 10.0 10.5 LnGrp LOS E BAAB Approach Vol, veh/h 191 A 2067 2391 Approach Delay, s/veh 70.6 1.1 10.2 Approach LOS E A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.4 107.1 23.5 116.5 Change Period (Y+Rc), s 4.5 6.5 6.5 6.5 Max Green Setting (Gmax), s 11.5 85.5 25.5 101.5 Max Q Clear Time (g_c+I1), s 3.7 35.3 16.7 2.0 Green Ext Time (p_c), s 0.1 28.0 0.3 25.2 Intersection Summary HCM 6th Ctrl Delay 8.6 HCM 6th LOS A Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Timing Report, Sorted By Phase Long Total PM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report Page 2 Phase Number 1246 Movement NBL SBT EBL NBTL Lead/Lag Lead Lag Lead-Lag Optimize Yes Yes Recall Mode None C-Max None C-Max Maximum Split (s) 16 92 32 108 Maximum Split (%) 11.4% 65.7% 22.9% 77.1% Minimum Split (s) 11.5 24.5 24.5 22.5 Yellow Time (s) 3.5 5.5 4.5 5.5 All-Red Time (s)1121 Minimum Initial (s)5555 Vehicle Extension (s)3333 Minimum Gap (s)3333 Time Before Reduce (s)0000 Time To Reduce (s)0000 Walk Time (s) 7 7 Flash Dont Walk (s) 11 11 Dual Entry No Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 32 48 0 32 End Time (s) 48 0 32 0 Yield/Force Off (s) 43.5 133.5 25.5 133.5 Yield/Force Off 170(s) 43.5 122.5 14.5 133.5 Local Start Time (s) 32 48 0 32 Local Yield (s) 43.5 133.5 25.5 133.5 Local Yield 170(s) 43.5 122.5 14.5 133.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Splits and Phases: 6: College Avenue & Triangle Drive Queues Long Total PM 6: College Avenue & Triangle Drive 02/12/2020 Synchro 10 Light Report Page 1 Lane Group EBL EBR NBL NBT SBT Lane Group Flow (vph) 191 31 93 1974 2397 v/c Ratio 0.72 0.02 0.54 0.50 0.70 Control Delay 71.9 0.0 30.6 13.2 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 71.9 0.0 30.6 13.2 15.9 Queue Length 50th (ft) 168 0 54 286 446 Queue Length 95th (ft) 243 0 m100 448 609 Internal Link Dist (ft) 402 2270 2933 Turn Bay Length (ft) 150 425 Base Capacity (vph) 335 1583 210 3924 3419 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.57 0.02 0.44 0.50 0.70 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Total AM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 395 320 215 215 205 240 1445 170 95 930 95 Future Volume (veh/h) 290 395 320 215 215 205 240 1445 170 95 930 95 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 305 416 194 226 226 93 253 1521 104 100 979 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 393 468 396 316 426 361 339 2323 721 185 2096 651 Arrive On Green 0.19 0.42 0.42 0.09 0.23 0.23 0.20 0.91 0.91 0.05 0.41 0.41 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 305 416 194 226 226 93 253 1521 104 100 979 1 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 9.2 22.7 9.9 7.0 11.7 5.3 7.6 7.3 0.7 3.1 15.4 0.0 Cycle Q Clear(g_c), s 9.2 22.7 9.9 7.0 11.7 5.3 7.6 7.3 0.7 3.1 15.4 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 393 468 396 316 426 361 339 2323 721 185 2096 651 V/C Ratio(X) 0.78 0.89 0.49 0.72 0.53 0.26 0.75 0.65 0.14 0.54 0.47 0.00 Avail Cap(c_a), veh/h 471 561 476 346 493 418 408 2323 721 220 2096 651 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.2 30.6 26.9 48.6 37.3 34.8 42.9 3.0 2.7 50.7 23.6 19.1 Incr Delay (d2), s/veh 5.1 11.2 0.7 6.2 1.0 0.4 5.2 1.3 0.4 2.5 0.8 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 3.9 9.5 3.3 3.2 5.3 2.0 3.1 1.4 0.3 1.3 5.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.3 41.9 27.6 54.8 38.3 35.2 48.2 4.3 3.1 53.2 24.4 19.1 LnGrp LOS DDCDDDDAADCB Approach Vol, veh/h 915 545 1878 1080 Approach Delay, s/veh 41.0 44.6 10.1 27.1 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.8 50.7 13.1 32.5 8.9 55.5 15.5 30.1 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 12.0 35.5 10.0 32.0 6.0 41.5 14.0 28.0 Max Q Clear Time (g_c+I1), s 9.6 17.4 9.0 24.7 5.1 9.3 11.2 13.7 Green Ext Time (p_c), s 0.2 5.7 0.1 1.8 0.0 12.7 0.3 1.2 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Timing Report, Sorted By Phase Long Total AM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 16 42 14 38 10 48 18 34 Maximum Split (%) 14.5% 38.2% 12.7% 34.5% 9.1% 43.6% 16.4% 30.9% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 58.5 74.5 6.5 20.5 58.5 68.5 6.5 24.5 End Time (s) 74.5 6.5 20.5 58.5 68.5 6.5 24.5 58.5 Yield/Force Off (s) 70.5 0 16.5 52.5 64.5 0 20.5 52.5 Yield/Force Off 170(s) 70.5 100 16.5 32.5 64.5 100 20.5 31.5 Local Start Time (s) 58.5 74.5 6.5 20.5 58.5 68.5 6.5 24.5 Local Yield (s) 70.5 0 16.5 52.5 64.5 0 20.5 52.5 Local Yield 170(s) 70.5 100 16.5 32.5 64.5 100 20.5 31.5 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Long Total AM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 305 416 337 226 226 216 253 1521 179 100 979 100 v/c Ratio 0.69 0.83 0.60 0.67 0.51 0.44 0.64 0.72 0.25 0.43 0.53 0.15 Control Delay 63.6 49.3 19.3 58.3 40.1 13.7 68.4 22.6 2.9 55.2 29.5 1.7 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 63.6 49.3 19.3 58.3 40.1 13.7 68.4 22.6 2.9 55.2 29.5 1.7 Queue Length 50th (ft) 118 184 55 80 136 34 84 412 7 35 208 0 Queue Length 95th (ft) 164 347 154 121 209 100 142 117 6 63 254 12 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 468 558 605 343 491 530 411 2100 724 235 1864 674 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.65 0.75 0.56 0.66 0.46 0.41 0.62 0.72 0.25 0.43 0.53 0.15 Intersection Summary HCM 6th Signalized Intersection Summary Long Total PM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 205 300 265 285 385 115 380 1430 210 195 1830 300 Future Volume (veh/h) 205 300 265 285 385 115 380 1430 210 195 1830 300 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 216 316 108 300 405 26 400 1505 146 205 1926 150 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 272 388 329 368 440 373 459 2490 773 278 2224 690 Arrive On Green 0.08 0.21 0.21 0.11 0.24 0.24 0.27 0.98 0.98 0.08 0.44 0.44 Sat Flow, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 216 316 108 300 405 26 400 1505 146 205 1926 150 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 8.6 22.6 8.1 11.9 29.6 1.8 15.5 2.5 0.4 8.1 47.9 8.3 Cycle Q Clear(g_c), s 8.6 22.6 8.1 11.9 29.6 1.8 15.5 2.5 0.4 8.1 47.9 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 272 388 329 368 440 373 459 2490 773 278 2224 690 V/C Ratio(X) 0.80 0.81 0.33 0.82 0.92 0.07 0.87 0.60 0.19 0.74 0.87 0.22 Avail Cap(c_a), veh/h 272 401 340 370 454 385 469 2490 773 346 2224 690 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.4 52.9 47.2 61.2 52.2 41.6 50.3 0.9 0.9 62.9 35.8 24.6 Incr Delay (d2), s/veh 13.6 10.7 0.5 13.1 23.6 0.1 14.0 0.9 0.5 6.2 4.8 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 4.3 11.6 3.2 5.8 16.5 0.7 6.5 0.6 0.2 3.7 19.5 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.0 63.7 47.7 74.3 75.9 41.7 64.2 1.8 1.3 69.1 40.6 25.4 LnGrp LOS E E D E E D EAAEDC Approach Vol, veh/h 640 731 2051 2281 Approach Delay, s/veh 65.5 74.0 14.0 42.2 Approach LOS E E B D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.6 66.5 17.9 34.0 14.3 73.8 14.0 37.9 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 18.0 58.5 14.0 29.0 13.0 63.5 10.0 33.0 Max Q Clear Time (g_c+I1), s 17.5 49.9 13.9 24.6 10.1 4.5 10.6 31.6 Green Ext Time (p_c), s 0.1 6.8 0.0 0.9 0.2 14.8 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 38.7 HCM 6th LOS D Timing Report, Sorted By Phase Long Total PM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report Page 2 Phase Number 12345678 Movement NBL SBT WBL EBT SBL NBT EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Max None None None C-Max None None Maximum Split (s) 22 65 18 35 17 70 14 39 Maximum Split (%) 15.7% 46.4% 12.9% 25.0% 12.1% 50.0% 10.0% 27.9% Minimum Split (s) 9.5 23.5 9.5 33 9.5 23.5 9.5 34 Yellow Time (s) 3 5.5 3 4 3 5.5 3 4 All-Red Time (s)11121112 Minimum Initial (s)55555555 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) 59.5 81.5 6.5 24.5 59.5 76.5 6.5 20.5 End Time (s) 81.5 6.5 24.5 59.5 76.5 6.5 20.5 59.5 Yield/Force Off (s) 77.5 0 20.5 53.5 72.5 0 16.5 53.5 Yield/Force Off 170(s) 77.5 130 20.5 33.5 72.5 130 16.5 32.5 Local Start Time (s) 59.5 81.5 6.5 24.5 59.5 76.5 6.5 20.5 Local Yield (s) 77.5 0 20.5 53.5 72.5 0 16.5 53.5 Local Yield 170(s) 77.5 130 20.5 33.5 72.5 130 16.5 32.5 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 110 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 3: College Avenue & Trilby Road Queues Long Total PM 3: College Avenue & Trilby Road 02/12/2020 Synchro 10 Light Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 216 316 279 300 405 121 400 1505 221 205 1926 316 v/c Ratio 0.80 0.82 0.58 0.82 0.92 0.26 0.87 0.63 0.27 0.63 0.87 0.37 Control Delay 85.3 70.2 21.4 80.0 79.7 8.3 72.9 36.1 13.2 70.3 41.9 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 85.3 70.2 21.4 80.0 79.7 8.3 72.9 36.1 13.2 70.3 41.9 5.8 Queue Length 50th (ft) 101 275 69 140 360 0 160 459 81 93 587 21 Queue Length 95th (ft) #165 #413 167 #210 #548 52 #262 508 42 137 658 84 Internal Link Dist (ft) 1806 814 2933 707 Turn Bay Length (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 269 399 487 367 452 476 465 2407 820 343 2205 843 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.80 0.79 0.57 0.82 0.90 0.25 0.86 0.63 0.27 0.60 0.87 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary Long Total AM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 815 90 45 435 30 70 5 135 30 5 55 Future Volume (veh/h) 60 815 90 45 435 30 70 5 135 30 5 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 62 849 65 47 453 29 73 5 12 31 5 5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 819 1376 1152 459 1273 81 199 10 155 105 18 9 Arrive On Green 0.05 0.74 0.73 0.09 1.00 1.00 0.09 0.10 0.10 0.09 0.10 0.09 Sat Flow, veh/h 1781 1870 1585 1781 1739 111 1391 101 1585 486 185 93 Grp Volume(v), veh/h 62 849 65 47 0 482 78 0 12 41 0 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1850 1492 0 1585 764 0 0 Q Serve(g_s), s 0.9 24.1 1.3 0.7 0.0 0.0 0.0 0.0 0.8 2.2 0.0 0.0 Cycle Q Clear(g_c), s 0.9 24.1 1.3 0.7 0.0 0.0 5.5 0.0 0.8 7.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.06 0.94 1.00 0.76 0.12 Lane Grp Cap(c), veh/h 819 1376 1152 459 0 1354 195 0 155 125 0 0 V/C Ratio(X) 0.08 0.62 0.06 0.10 0.00 0.36 0.40 0.00 0.08 0.33 0.00 0.00 Avail Cap(c_a), veh/h 847 1376 1152 494 0 1354 303 0 274 235 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.85 0.00 0.85 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.8 7.0 4.3 5.3 0.0 0.0 47.7 0.0 45.1 49.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.1 0.1 0.1 0.0 0.6 1.3 0.0 0.2 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 8.2 0.4 0.2 0.0 0.2 2.2 0.0 0.3 1.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.8 9.1 4.4 5.4 0.0 0.6 49.0 0.0 45.3 51.2 0.0 0.0 LnGrp LOS AAAAAADADDAA Approach Vol, veh/h 976 529 90 41 Approach Delay, s/veh 8.4 1.0 48.5 51.2 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.8 86.4 15.7 8.2 86.0 15.7 Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0 Max Green Setting (Gmax), s 6.0 69.5 18.0 6.0 69.5 18.0 Max Q Clear Time (g_c+I1), s 2.7 26.1 9.7 2.9 2.0 7.5 Green Ext Time (p_c), s 0.0 7.5 0.1 0.0 3.2 0.2 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A Timing Report, Sorted By Phase Long Total AM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Min None C-Max Min Maximum Split (s) 10 76 24 10 76 24 Maximum Split (%) 9.1% 69.1% 21.8% 9.1% 69.1% 21.8% Minimum Split (s) 9.5 24.5 24 9.5 24.5 24 Yellow Time (s) 3 4.5 4 3 4.5 4 All-Red Time (s)122122 Minimum Initial (s)555555 Vehicle Extension (s)333333 Minimum Gap (s)333333 Time Before Reduce (s)000000 Time To Reduce (s)000000 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 100 0 76 100 0 76 End Time (s) 0 76 100 0 76 100 Yield/Force Off (s) 106 69.5 94 106 69.5 94 Yield/Force Off 170(s) 106 58.5 94 106 58.5 94 Local Start Time (s) 100 0 76 100 0 76 Local Yield (s) 106 69.5 94 106 69.5 94 Local Yield 170(s) 106 58.5 94 106 58.5 94 Intersection Summary Cycle Length 110 Control Type Actuated-Coordinated Natural Cycle 80 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 13: Avondale Road/Constellation Drive & Trilby Road Queues Long Total AM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report lt am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 63 849 94 47 484 78 141 93 v/c Ratio 0.09 0.64 0.08 0.11 0.37 0.55 0.45 0.41 Control Delay 3.0 12.8 1.7 3.5 13.5 58.7 11.7 24.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.0 12.8 1.7 3.5 13.5 58.7 11.7 24.8 Queue Length 50th (ft) 7 301 0 2 205 53 0 23 Queue Length 95th (ft) 19 515 18 m19 308 98 54 70 Internal Link Dist (ft) 521 1806 2104 432 Turn Bay Length (ft) 150 250 150 60 Base Capacity (vph) 713 1324 1138 438 1310 205 390 301 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.09 0.64 0.08 0.11 0.37 0.38 0.36 0.31 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary Long Total PM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 595 70 130 855 35 50 5 80 20 5 40 Future Volume (veh/h) 45 595 70 130 855 35 50 5 80 20 5 40 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 620 54 135 891 35 52 5 4 21 5 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 476 1479 1242 652 1423 56 146 10 111 79 17 4 Arrive On Green 0.04 0.79 0.78 0.04 0.80 0.79 0.06 0.07 0.07 0.06 0.07 0.06 Sat Flow, veh/h 1781 1870 1585 1781 1788 70 1377 143 1585 480 243 56 Grp Volume(v), veh/h 47 620 54 135 0 926 57 0 4 28 0 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1858 1520 0 1585 779 0 0 Q Serve(g_s), s 0.7 14.5 1.1 1.9 0.0 28.4 0.0 0.0 0.3 1.8 0.0 0.0 Cycle Q Clear(g_c), s 0.7 14.5 1.1 1.9 0.0 28.4 5.0 0.0 0.3 6.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.91 1.00 0.75 0.07 Lane Grp Cap(c), veh/h 476 1479 1242 652 0 1479 145 0 111 94 0 0 V/C Ratio(X) 0.10 0.42 0.04 0.21 0.00 0.63 0.39 0.00 0.04 0.30 0.00 0.00 Avail Cap(c_a), veh/h 499 1479 1242 671 0 1479 239 0 215 191 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.58 0.00 0.58 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 4.6 3.4 3.0 0.0 5.8 63.3 0.0 60.7 64.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.9 0.1 0.1 0.0 1.2 1.7 0.0 0.1 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 4.8 0.3 0.5 0.0 9.0 2.1 0.0 0.1 1.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.2 5.5 3.5 3.1 0.0 7.0 65.0 0.0 60.8 66.5 0.0 0.0 LnGrp LOS AAAAAAEAEEAA Approach Vol, veh/h 721 1061 61 28 Approach Delay, s/veh 5.3 6.5 64.7 66.5 Approach LOS AAEE Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 116.2 14.8 8.2 117.0 14.8 Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0 Max Green Setting (Gmax), s 6.4 99.1 18.0 6.0 99.5 18.0 Max Q Clear Time (g_c+I1), s 3.9 16.5 8.8 2.7 30.4 7.0 Green Ext Time (p_c), s 0.1 4.7 0.0 0.0 8.9 0.1 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A Timing Report, Sorted By Phase Long Total PM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report Page 2 Phase Number 124568 Movement WBL EBTL SBTL EBL WBTL NBTL Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize Yes Yes Yes Yes Recall Mode None C-Max Min None C-Max Min Maximum Split (s) 10.4 105.6 24 10 106 24 Maximum Split (%) 7.4% 75.4% 17.1% 7.1% 75.7% 17.1% Minimum Split (s) 9.5 24.5 24 9.5 24.5 24 Yellow Time (s) 3 4.5 4 3 4.5 4 All-Red Time (s)122122 Minimum Initial (s)555555 Vehicle Extension (s)333333 Minimum Gap (s)333333 Time Before Reduce (s)000000 Time To Reduce (s)000000 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 129.6 0 105.6 129.6 139.6 105.6 End Time (s) 0 105.6 129.6 139.6 105.6 129.6 Yield/Force Off (s) 136 99.1 123.6 135.6 99.1 123.6 Yield/Force Off 170(s) 136 88.1 123.6 135.6 88.1 123.6 Local Start Time (s) 129.6 0 105.6 129.6 139.6 105.6 Local Yield (s) 136 99.1 123.6 135.6 99.1 123.6 Local Yield 170(s) 136 88.1 123.6 135.6 88.1 123.6 Intersection Summary Cycle Length 140 Control Type Actuated-Coordinated Natural Cycle 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Splits and Phases: 13: Avondale Road/Constellation Drive & Trilby Road Queues Long Total PM 13: Avondale Road/Constellation Drive & Trilby Road 02/12/2020 Synchro 10 Light Report Page 1 Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 47 620 73 135 927 57 83 68 v/c Ratio 0.11 0.44 0.06 0.21 0.64 0.52 0.38 0.39 Control Delay 2.6 7.9 1.4 3.8 15.7 76.5 16.2 33.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.6 7.9 1.4 3.8 15.7 76.5 16.2 33.2 Queue Length 50th (ft) 5 183 0 22 336 50 0 22 Queue Length 95th (ft) 14 292 14 m41 m459 96 50 69 Internal Link Dist (ft) 521 1806 2104 432 Turn Bay Length (ft) 150 200 150 60 Base Capacity (vph) 440 1408 1204 645 1438 165 286 240 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.11 0.44 0.06 0.21 0.64 0.35 0.29 0.28 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th TWSC Long Total AM 20: Apartment Access & Triangle Drive 02/05/2020 Synchro 10 Light Report lt am geo to acptb.syn Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 295 1 10 70 1 25 Future Vol, veh/h 295 1 10 70 1 25 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 307 1 10 73 1 26 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 308 0 401 308 Stage 1 - - - - 308 - Stage 2 - - - - 93 - 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 - - 1253 - 605 732 Stage 1 - - - - 745 - Stage 2 - - - - 931 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1253 - 600 732 Mov Cap-2 Maneuver - - - - 600 - Stage 1 - - - - 745 - Stage 2 - - - - 924 - Approach EB WB NB HCM Control Delay, s 0 1 10.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 726 - - 1253 - HCM Lane V/C Ratio 0.037 - - 0.008 - HCM Control Delay (s) 10.2 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 20: Apartment Access & Triangle Drive 02/05/2020 Baseline Synchro 10 Light Report Page 2 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 200 1 25 260 1 15 Future Vol, veh/h 200 1 25 260 1 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 208 1 26 271 1 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 209 0 532 209 Stage 1 - - - - 209 - Stage 2 - - - - 323 - 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 - - 1362 - 508 831 Stage 1 - - - - 826 - Stage 2 - - - - 734 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1362 - 498 831 Mov Cap-2 Maneuver - - - - 498 - Stage 1 - - - - 826 - Stage 2 - - - - 720 - Approach EB WB NB HCM Control Delay, s 0 0.7 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 798 - - 1362 - HCM Lane V/C Ratio 0.021 - - 0.019 - HCM Control Delay (s) 9.6 - - 7.7 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - 0.1 - HCM 6th TWSC Long Total AM 7: Triangle Drive & Strasburg Drive 02/05/2020 Synchro 10 Light Report lt am geo to acptb.syn Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 185 1 20 30 20 1 0 60 50 0 1 Future Vol, veh/h 1 185 1 20 30 20 1 0 60 50 0 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 150 -------- 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 1 195 1 21 32 21 1 0 63 53 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 53 0 0 196 0 0 283 293 196 314 283 43 Stage 1 ------198198-8585- Stage 2 ------8595-229198- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1553 - - 1377 - - 669 618 845 639 626 1027 Stage 1 ------804737-923824- Stage 2 ------923816-774737- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1553 - - 1377 - - 660 608 845 584 616 1027 Mov Cap-2 Maneuver ------660608-584616- Stage 1 ------803736-922812- Stage 2 ------908804-715736- Approach EB WB NB SB HCM Control Delay, s 0 2.2 9.6 11.7 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 841 1553 - - 1377 - - 589 HCM Lane V/C Ratio 0.076 0.001 - - 0.015 - - 0.091 HCM Control Delay (s) 9.6 7.3 0 - 7.7 - - 11.7 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.3 HCM 6th TWSC 7: Triangle Drive & Strasburg Drive 02/05/2020 Baseline Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 115 1 55 145 60 1 0 55 30 0 5 Future Vol, veh/h 5 115 1 55 145 60 1 0 55 30 0 5 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 ------------ 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 5 121 1 58 153 63 1 0 58 32 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 216 0 0 122 0 0 435 464 122 462 433 185 Stage 1 ------132132-301301- Stage 2 ------303332-161132- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1354 - - 1465 - - 531 495 929 510 516 857 Stage 1 ------871787-708665- Stage 2 ------706644-841787- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1354 - - 1465 - - 508 471 929 461 491 857 Mov Cap-2 Maneuver ------508471-461491- Stage 1 ------868784-705635- Stage 2 ------670615-785784- Approach EB WB NB SB HCM Control Delay, s 0.3 1.6 9.2 12.9 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 915 1354 - - 1465 - - 494 HCM Lane V/C Ratio 0.064 0.004 - - 0.04 - - 0.075 HCM Control Delay (s) 9.2 7.7 0 - 7.6 0 - 12.9 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.2 HCM 6th Roundabout Long Total AM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lt am geo to acptb.syn Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 121 32 59 63 Demand Flow Rate, veh/h 123 32 60 65 Vehicles Circulating, veh/h 65 48 107 32 Vehicles Exiting, veh/h 32 119 81 48 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.6 3.0 3.4 3.2 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 123 32 60 65 Cap Entry Lane, veh/h 1291 1314 1237 1336 Entry HV Adj Factor 0.982 0.990 0.978 0.975 Flow Entry, veh/h 121 32 59 63 Cap Entry, veh/h 1269 1301 1210 1302 V/C Ratio 0.095 0.024 0.048 0.049 Control Delay, s/veh 3.6 3.0 3.4 3.2 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Long Total AM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lt am geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.953 0.954 0.927 0.989 Flt Protected 0.991 0.992 0.991 0.980 Satd. Flow (prot) 0 1759 0 0 1763 0 0 1711 0 0 1805 0 Flt Permitted 0.991 0.992 0.991 0.980 Satd. Flow (perm) 0 1759 0 0 1763 0 0 1711 0 0 1805 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Long Total PM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lt pm geo to acptb.syn Intersection Intersection Delay, s/veh 3.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 85 90 131 79 Demand Flow Rate, veh/h 87 92 134 81 Vehicles Circulating, veh/h 70 107 75 107 Vehicles Exiting, veh/h 118 102 82 92 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.6 3.7 3.5 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 87 92 134 81 Cap Entry Lane, veh/h 1285 1237 1278 1237 Entry HV Adj Factor 0.980 0.980 0.979 0.980 Flow Entry, veh/h 85 90 131 79 Cap Entry, veh/h 1259 1212 1251 1212 V/C Ratio 0.068 0.074 0.105 0.065 Control Delay, s/veh 3.4 3.6 3.7 3.5 LOS AAAA 95th %tile Queue, veh 0000 Lanes and Geometrics Long Total PM 8: Avondale Road & Triangle Drive 11/13/2019 Synchro 10 Light Report lt pm geo to acptb.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.949 0.952 0.957 0.956 Flt Protected 0.991 0.991 0.982 0.987 Satd. Flow (prot) 0 1752 0 0 1757 0 0 1751 0 0 1758 0 Flt Permitted 0.991 0.991 0.982 0.987 Satd. Flow (perm) 0 1752 0 0 1757 0 0 1751 0 0 1758 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Intersection Summary Area Type: Other HCM 6th Roundabout Long Total AM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lt am geo to acptb.syn Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 79 100 126 Demand Flow Rate, veh/h 80 102 129 Vehicles Circulating, veh/h 97 43 11 Vehicles Exiting, veh/h 48 97 166 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.4 3.4 3.4 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 80 102 129 Cap Entry Lane, veh/h 1250 1321 1364 Entry HV Adj Factor 0.988 0.981 0.979 Flow Entry, veh/h 79 100 126 Cap Entry, veh/h 1234 1296 1336 V/C Ratio 0.064 0.077 0.095 Control Delay, s/veh 3.4 3.4 3.4 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Long Total AM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lt am geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.884 0.993 Flt Protected 0.993 0.984 Satd. Flow (prot) 1635 0 1850 0 0 1833 Flt Permitted 0.993 0.984 Satd. Flow (perm) 1635 0 1850 0 0 1833 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other HCM 6th Roundabout Long Total PM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lt pm geo to acptb.syn Intersection Intersection Delay, s/veh 3.4 Intersection LOS A Approach WB NB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 47 63 157 Demand Flow Rate, veh/h 48 64 160 Vehicles Circulating, veh/h 59 69 5 Vehicles Exiting, veh/h 74 96 102 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.1 3.2 3.6 Approach LOS A A A Lane Left Left Left Designated Moves LR TR LT Assumed Moves LR TR LT RT Channelized Lane Util 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 48 64 160 Cap Entry Lane, veh/h 1299 1286 1373 Entry HV Adj Factor 0.979 0.982 0.983 Flow Entry, veh/h 47 63 157 Cap Entry, veh/h 1272 1263 1349 V/C Ratio 0.037 0.050 0.117 Control Delay, s/veh 3.1 3.2 3.6 LOS A A A 95th %tile Queue, veh 0 0 0 Lanes and Geometrics Long Total PM 12: Avondale Road & Strasburg Drive 11/13/2019 Synchro 10 Light Report lt pm geo to acptb.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.879 0.989 Flt Protected 0.995 0.979 Satd. Flow (prot) 1629 0 1842 0 0 1824 Flt Permitted 0.995 0.979 Satd. Flow (perm) 1629 0 1842 0 0 1824 Link Speed (mph) 25 25 25 Link Distance (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Intersection Summary Area Type: Other APPENDIX J CollegeStrasburg Carpenter TriangleAvondale 287 Coyote RidgeElementary School StrasburgSCALE: 1"=600' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Triangle Drive Development TIS, November 2019 Pedestrian LOS Worksheet Project Location Classification: School Walking Area/Other Description of Applicable Destination Area Within 1320’ Destination Area Classification Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Security The residential neighborhood to the north and west (Ridgewood Hills) Residential Minimum C C C C C 1 Actual A A B B B Proposed A A B B B Coyote Ridge Elementary School Institutional Minimum B B B C B 2 Actual A A B B B Proposed A A B B B The residential neighborhood to the east of the site (Victoria Estates) Residential Minimum C C C C C 3 Actual A D C D C Proposed A D C D C The commercial area to the southeast of the site Commercial Minimum C C C C C 4 Actual A E C E D Proposed A E C E D Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed