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HomeMy WebLinkAboutCOLLEGE & TRILBY MULTIFAMILY COMMUNITY - PDP220009 - SUBMITTAL DOCUMENTS - ROUND 4 - Traffic Study Trilby & College – Traffic Impact Study 1 | P a g e Traffic Impact Study To: Shannon Robbins, CORE PBSFR Acquisition Vehicle, LLC From: Eli Farney, PE, PTOE Date: May 1, 2024 Trilby & College Paired-Residential Community Fort Collins, Colorado Prepared By: Eli Farney, PE, PTOE efarney@jrengineering.com JR Engineering 7200 South Alton Way, Suite C400 Centennial, CO 80112 Trilby & College – Traffic Impact Study 2 | P a g e Table of Contents Executive Summary 4 Introduction 5 Traffic Volumes and Distribution 8 Traffic Operations Analysis 18 Pedestrian and Bicycle Analysis 27 Conclusion 29 Appendices 30 List of Figures Figure 1: Vicinity Map 5 Figure 2: Site Plan and Study Intersections 7 Figure 3: Reference Traffic Impact Studies 10 Figure 4: Site-Generated Traffic Distribution 11 Figure 5: Existing (2022) Traffic Volumes 12 Figure 6: Site-Generated Traffic Volumes 13 Figure 7: Opening Day (2024) Background Traffic Volumes 14 Figure 8: Opening Day (2024) Total Traffic Volumes 15 Figure 9: Future (2045) Background Traffic Volumes 16 Figure 10: Future (2045) Total Traffic Volumes 17 Figure 11: Pedestrian Analysis Area 28 List of Tables Table 1: 2022 Existing Levels of Service 18 Table 2: 2024 Opening Day Levels of Service 19 Table 3: 2045 Future Levels of Service 20 Table 4: 2024 Opening Day Levels of Service – No-Build at Trilby & College 21 Table 5: 2022 Existing 95th Percentile Queue Lengths 22 Table 6: 2024 Opening Day 95th Percentile Queue Lengths 23 Table 7: 2045 Future 95th Percentile Queue Lengths 24 Table 8: 2024 Opening Day Queue Lengths – No-Build at Trilby & College 25 Trilby & College – Traffic Impact Study 3 | P a g e List of Appendices Appendix A: Base Assumptions Form 30 Appendix B: Pedestrian Worksheet 35 Appendix C: Traffic Counts 37 Appendix D: Trip Generation 47 Appendix E: Synchro Reports 49 Trilby & College – Traffic Impact Study 4 | P a g e Executive Summary JR Engineering (JR) has completed a review of the traffic impacts resulting from the proposed development of the Trilby & College Paired-Residential Community (Project) in Fort Collins, Colorado (City). The objectives of this Traffic Impact Study (TIS) are:  Estimate site-generated traffic and route trips onto adjacent streets.  Perform traffic operations analysis for 2024 Opening Day and 2045 Future scenarios.  Make recommendations for roadway improvements to accommodate new traffic. The methodology, content, and findings of this TIS are consistent with the following documents:  Larimer County Urban Area Street Standards (LCUASS) – Chapter 4 – Transportation Impact Study The base assumptions form according to LCUASS is included in Appendix A. Key Findings of this TIS  Levels of Service o Most movements operate at LOS D or better in 2022, with the exception of some movements at the signalized intersections, which operate at LOS E or F. o Most movements are expected to operate at LOS D or better in 2024. Planned improvements at the intersection of Trilby & College are expected to improve operations. o Some movements are expected to operate at LOS E or F in 2045.  Queue Lengths o Most queue lengths at the study intersections are acceptable. o Some queues may interfere with driveways, turn lanes, and minor streets.  Pedestrian Facilities o Existing pedestrian facilities are mostly satisfactory. o Improvements will be made to sidewalks and signalized intersection crossings.  Recommendations o Improvements to the intersection of College & Trilby are necessary to accommodate forecasted traffic volumes. The City has indicated that funding for the Capital Project to improve this intersection has been received. Trilby & College – Traffic Impact Study 5 | P a g e Introduction JR has completed a review of the existing and forecasted traffic operations in the vicinity of the planned Trilby & College Paired-Residential Community. A vicinity map is included in Figure 1. Figure 1: Vicinity Map Trilby & College – Traffic Impact Study 6 | P a g e Land Uses The Project is anticipated to contain the following land uses:  Residential (265 dwelling units) o Duplex (16 dwelling units) o Townhome (249 dwelling units)  6,500 S.F. Recreation Center  11.6 Acres of Open Space Study Intersections Six intersections were analyzed as part of this TIS. Five of them are external to the site, and one is internal. The study intersections, along with a site plan, are shown in Figure 2. Trilby & College Intersection Improvements Improvements are planned for the intersection of Trilby Road & College Avenue, including the following:  Widening Trilby Road to accommodate two through lanes in each direction  Adding NB and SB dual left turn lanes  Adding EB and WB right turn lanes These improvements are being designed by the City of Fort Collins. The City has indicated that funding for this project has been received. For the purposes of this TIS, it is assumed that these improvements will be completed by 2024, the anticipated opening day of the Project. However, JR also analyzed a “no-build” scenario in which these improvements are not completed by 2024 . Trilby & Mars Intersection South Leg The intersection of Trilby & Mars will be a T-intersection in 2024. By 2045, there is expected to be a south leg to this intersection. A nominal amount of background traffic was added to this south leg in the 2045 condition. Trilby & College – Traffic Impact Study 7 | P a g e Figure 2: Site Plan and Study Intersections Trilby & College – Traffic Impact Study 8 | P a g e Traffic Volumes and Distribution Existing Traffic Volumes Existing traffic volumes were obtained on Wednesday, April 27, 2022 by All Traffic Data Services for each of the external intersections. Traffic counts are included in Appendix C. Existing volumes are shown in Figure 5. Background Traffic Growth Rate JR applied a 1% growth rate to the existing traffic volumes to account for future regional development. This growth rate is consistent with the reference traffic impact studies, described below. Reference Traffic Impact Studies In addition to the 1% growth rate, JR considered the traffic impacts from nearby developments. A map showing these developments in relation to the Project site is shown in Figure 3. The following developments (each analyzed by Delich Associates) were considered for this TIS:  Mars Landing – This development was analyzed in August 2019. Site-generated traffic volumes from this future development were added to the background traffic for this TIS.  Sun Communities – This development was analyzed in March 2021. Site-generated traffic volumes from this future development were added to the background traffic for this TIS.  South College Storage – This development was analyzed in March 2017. Since the development is already built and operational, no site-generated traffic was added for this TIS.  Lakeview on the Rise – This development was analyzed in February 2016. Since the development is already built and operational, no site-generated traffic was added for this TIS. Background traffic volumes are shown in Figure 7 (2024) and Figure 9 (2045). Trilby & College – Traffic Impact Study 9 | P a g e Site-Generated Traffic Volumes Site-generated traffic volumes were estimated using ITE Trip Generation Manual, 1 1th Edition. The Trilby & College development is expected to generate the following trips:  Average Daily Trips: 2,052  AM Peak Entering Site: 39  AM Peak Exiting Site: 103  PM Peak Entering Site: 116  PM Peak Exiting Site: 79 A trip generation report is included in Appendix D. Site-generated traffic volumes are shown in Figure 6. Distribution of Site-Generated Traffic Site-generated traffic was routed onto adjacent streets according to the distribution in Figure 4. Total Traffic Total traffic is the sum of background and site-generated traffic. JR forecasted total traffic volumes at the study intersections in the years 2024 (Open ing Day) and 2045 (Future). Total traffic volumes are shown in Figure 8 (2024) and Figure 10 (2045). Trilby & College – Traffic Impact Study 10 | P a g e Figure 3: Reference Traffic Impact Studies Trilby & College – Traffic Impact Study 11 | P a g e Figure 4: Site-Generated Traffic Distribution Trilby & College –Traffic Impact Study 12 |P a g e Existing (2022) Traffic Volumes Existing traffic volumes at the external study intersections are included in Figure 5. Existing lane geometry is shown. Figure 5:Existing (2022) Traffic Volumes E1 45 (56) 4 (7) 1 (4) 94 (74) 1 (2) 1 (1) 1 ( 1 ) 1 ( 1 ) 1 ( 3 ) 1 ( 2 ) 1 ( 1 ) 13 ( 4 ) Skyway Dr Ma r s Dr E2 2 (11) 37 (48) 27 (34) 8 (8) 68 (50) 35 (35) 15 ( 3 4 ) 14 4 0 ( 1 3 1 0 ) 30 ( 1 4 ) 32 ( 4 1 ) 90 9 ( 1 6 2 5 ) 26 ( 2 8 ) Co l l e g e A v e Skyway Dr E3 10 (11) 15 3 6 ( 1 3 6 1 ) 9 ( 5 ) 92 9 ( 1 6 1 6 ) Site Access Co l l e g e A v e E4 218 (265) 141 (108) 102 (129) 269 (229) 238 (151) 199 (171) 14 1 ( 2 0 8 ) 11 4 7 ( 1 1 1 4 ) 77 ( 1 2 4 ) 99 ( 2 0 5 ) 80 7 ( 1 2 9 9 ) 79 ( 1 5 6 ) Trilby Rd Co l l e g e A v e E5 434 (628) 655 (547) Trilby Rd E1 E2 E3 E4E5 Legend AM (PM) Stop Control 13 |P a g e Site-Generated Traffic Volumes Site-generated traffic volumes at the study intersections are included in Figure 6. Figure 6:Site-Generated Traffic Volumes E1 16 (50) 61 ( 4 7 ) Skyway Dr Ma r s Dr E2 2 (7) 1 (2) 10 (7) 52 (39) 13 ( 4 1 ) 7 ( 1 8 ) Co l l e g e A v e Skyway Dr E3 8 (11) 8 ( 2 1 ) Site Access Co l l e g e A v e E4 6 (18) 15 (9) 13 (8) 8 ( 2 4 ) 8 ( 8 ) 1 ( 3 ) Trilby Rd Co l l e g e A v e E5 14 (41) 2 (6) 5 ( 4 ) 28 ( 1 7 ) I1 3 (12) 4 (12) 7 (4) 9 (6) 5 ( 1 6 ) 16 ( 2 3 ) 3 ( 7 ) 17 ( 1 0 ) Trilby Rd Ma r s Dr Ma r s Dr Site Access E1 E2 E3 E4E5 I1 Trilby & College –Traffic Impact Study Legend AM (PM) Stop Control 1 (1)1 (1 ) 14 |P a g e Opening Day (2024) Background Traffic Volumes 2024 background traffic volumes at the study intersections are included in Figure 7. Proposed lane geometry is shown. Figure 7:Opening Day (2024) Background Traffic Volumes E1 46 (57) 4 (7) 9 (28) 96 (75) 1 (2) 1 (1) 1 ( 1 ) 1 ( 1 ) 24 ( 1 9 ) 1 ( 2 ) 1 ( 1 ) 13 ( 4 ) Skyway Dr Ma r s Dr E2 2 (11) 38 (49) 28 (35) 8 (8) 83 (61) 46 (42) 18 ( 4 5 ) 15 1 5 ( 1 3 6 7 ) 31 ( 1 4 ) 38 ( 5 6 ) 94 2 ( 1 7 1 0 ) 27 ( 2 9 ) Co l l e g e A v e Skyway Dr E3 10 (11) 16 1 6 ( 1 4 2 9 ) 9 ( 5 ) 97 3 ( 1 7 0 7 ) Site Access Co l l e g e A v e E4 232 (276) 176 (132) 133 (151) 277 (244) 243 (154) 204 (177) 14 6 ( 2 1 4 ) 11 8 7 ( 1 1 5 6 ) 83 ( 1 4 0 ) 10 1 ( 2 0 9 ) 83 8 ( 1 3 4 7 ) 91 ( 1 9 5 ) Trilby Rd Co l l e g e A v e E5 455 (649) 672 (571) Trilby Rd Ma r s Dr E1 E2 E3 E4E5 Trilby & College –Traffic Impact Study Legend AM (PM) Stop Control 15 |P a g e Opening Day (2024) Total Traffic Volumes 2024 total traffic volumes at the study intersections are included in Figure 8. Proposed lane geometry is shown. Figure 8:Opening Day (2024) Total Traffic Volumes E1 46 (57) 4 (7) 25 (78) 96 (75) 1 (2) 1 (2) 1 ( 1 ) 1 ( 1 ) 85 ( 6 6 ) 1 ( 2 ) 1 ( 1 ) 13 ( 4 ) Skyway Dr Ma r s Dr E2 4 (18) 38 (49) 29 (37) 18 (15) 135 (100) 46 (42) 18 ( 4 5 ) 15 1 5 ( 1 3 6 7 ) 31 ( 1 4 ) 51 ( 9 7 ) 94 9 ( 1 7 2 8 ) 27 ( 2 9 ) Co l l e g e A v e Skyway Dr E3 18 (22) 16 1 6 ( 1 4 2 9 ) 17 ( 2 6 ) 97 3 ( 1 7 0 7 ) Site Access Co l l e g e A v e E4 238 (294) 176 (132) 133 (151) 292 (253) 243 (154) 217 (185) 15 4 ( 2 3 8 ) 11 8 7 ( 1 1 5 6 ) 83 ( 1 4 0 ) 10 1 ( 2 0 9 ) 84 6 ( 1 3 5 5 ) 92 ( 1 9 8 ) Trilby Rd Co l l e g e A v e E5 455 (649) 14 (41) 672 (571) 2 (6) 5 ( 4 ) 28 ( 1 7 ) I1Trilby Rd Ma r s Dr Ma r s Dr Site Access E1 E2 E3 E4E5 I1 Trilby & College –Traffic Impact Study 7 (4) 1 (1) 9 (6) 1 ( 1 ) 17 ( 1 0 ) 1 ( 1 ) 1 (1) 3 (12) 4 (12) 5 ( 1 6 ) 16 ( 2 3 ) 3 ( 7 ) Legend AM (PM) Stop Control 16 |P a g e Future (2045) Background Traffic Volumes 2045 background traffic volumes at the study intersections are included in Figure 9. Proposed lane geometry is shown. Figure 9:Future (2045) Background Traffic Volumes E1 57 (70) 5 (9) 9 (29) 118 (93)24 ( 2 0 ) 16 ( 5 ) Skyway Dr Ma r s Dr E2 3 (14) 47 (60) 34 (43) 10 (10) 100 (73) 54 (50) 22 ( 5 3 ) 18 5 8 ( 1 6 8 0 ) 38 ( 1 8 ) 45 ( 6 6 ) 11 5 9 ( 2 0 9 7 ) 33 ( 3 5 ) Co l l e g e A v e Skyway Dr E3 13 (14) 19 8 2 ( 1 7 5 4 ) 11 ( 6 ) 11 9 4 ( 2 0 9 2 ) Site Access Co l l e g e A v e E4 284 (340) 209 (158) 157 (181) 342 (298) 300 (190) 251 (218) 17 9 ( 2 6 4 ) 14 6 1 ( 1 4 2 1 ) 10 1 ( 1 6 9 ) 12 5 ( 2 5 8 ) 10 3 1 ( 1 6 5 7 ) 10 9 ( 2 3 2 ) Trilby Rd Co l l e g e A v e E5 558 (798) 828 (701) Trilby Rd Ma r s Dr E1 E2 E3 E4E5 Trilby & College –Traffic Impact Study 1 (3) 1 (1) 1 ( 1 ) 1 ( 1 ) 1 ( 3 ) 1 ( 1 ) Legend AM (PM) Stop Control 5 ( 5 ) 5 ( 5 ) 5 (5) 5 (5) 17 |P a g e Future (2045) Total Traffic Volumes 2045 total traffic volumes at the study intersections are included in Figure 10. Proposed lane geometry is shown. Figure 10:Future (2045) Total Traffic Volumes E1 57 (70) 5 (9) 25 (79) 118 (93)85 ( 6 7 ) 16 ( 5 ) Skyway Dr Ma r s Dr E2 5 (21) 47 (60) 35 (45) 20 (17) 152 (112) 54 (50) 22 ( 5 3 ) 18 5 8 ( 1 6 8 0 ) 38 ( 1 8 ) 58 ( 1 0 7 ) 11 6 6 ( 2 1 1 5 ) 33 ( 3 5 ) Co l l e g e A v e Skyway Dr E3 21 (25) 19 8 2 ( 1 7 5 4 ) 19 ( 2 7 ) 11 9 4 ( 2 0 9 2 ) Site Access Co l l e g e A v e E4 290 (358) 209 (158) 157 (181) 357 (307) 300 (190) 264 (226) 18 7 ( 2 8 8 ) 14 6 1 ( 1 4 2 1 ) 10 1 ( 1 6 9 ) 12 5 ( 2 5 8 ) 10 3 9 ( 1 6 6 5 ) 11 0 ( 2 3 5 ) Trilby Rd Co l l e g e A v e E5 558 (798) 14 (41) 828 (701) 28 ( 1 7 ) I1Trilby Rd Ma r s Dr Ma r s Dr Site Access E1 E2 E3 E4E5 I1 Trilby & College –Traffic Impact Study 1 (3) 1 (2) 1 ( 1 ) 1 ( 3 ) 2 (6) 5 ( 4 ) 7 (4) 9 (6) 17 ( 1 0 ) 3 (12) 4 (12) 5 ( 1 6 ) 16 ( 2 3 ) 3 ( 7 ) Legend AM (PM) Stop Control 1 (1) 1 ( 1 ) 1 (1) 1 ( 1 ) 1 ( 1 ) 1 ( 1 ) 1 ( 1 ) 1 ( 1 ) 1 ( 1 ) 1 ( 1 ) 1 (1) 1 (1) Trilby & College – Traffic Impact Study 18 | P a g e Traffic Operations Analysis Traffic operations were analyzed using HCM 7th Edition methodology. Synchro reports are included in Appendix E. Levels of Service JR analyzed each of the study intersections for peak hour level of service (LOS). Table 1 includes the LOS for each movement in the existing condition (2022). Table 2 includes the forecasted LOS for background traffic and total traffic in the year 2024. Table 3 includes the forecasted LOS for background traffic and total traffic in the year 2045. In each of these tables, seconds of delay are shown in parentheses for movements operating at LOS F. Table 1: 2022 Existing Levels of Service Intersection Movement AM Peak LOS PM Peak LOS E1 – Skyway & Mars NB Approach A A SB Approach A A E2 – Skyway & College* EB Approach D E WB Approach D E NB Left A A NB Through A A NB Right A A SB Left A A SB Through A A SB Right A A OVERALL A A E3 – Access & College EB Right B C E4 – Trilby & College* EB Left F (163s) F (123s) EB Through/Right F (109s) F (135s) WB Left D E WB Through/Right D F (89s) NB Left B E NB Through C C NB Right B B SB Left C C SB Through A C SB Right A B OVERALL D D *Existing signal timing collected from reference traffic impact studies Trilby & College – Traffic Impact Study 19 | P a g e Table 2: 2024 Opening Day Levels of Service Intersection Movement AM Peak LOS PM Peak LOS Background Traffic Total Traffic Background Traffic Total Traffic E1 – Skyway & Mars NB Approach A A A A SB Approach A B A B E2 – Skyway & College EB Approach D D D D WB Approach D C D D NB Left A A B B NB Through A C A A NB Right A B A A SB Left A B A A SB Through A A B B SB Right A A A A OVERALL A B A B E3 – Local & College EB Right B B C C E4 – Trilby & College* EB Left D E D D EB Through D D D D EB Right A A A A WB Left C D D D WB Through D D D D WB Right A A A A NB Left D D D E NB Through C B B B NB Right A A A A SB Left D D D E SB Through B A C C SB Right A A A A OVERALL C C C C E5 – Trilby & Mars EB Left N/A A N/A A SB Approach N/A D N/A D I1 – Local & Mars EB Approach N/A A N/A A WB Approach N/A A N/A A *Levels of service assume full build-out of improvements to the Trilby & College intersection Trilby & College – Traffic Impact Study 20 | P a g e Table 3: 2045 Future Levels of Service Intersection Movement AM Peak LOS PM Peak LOS Background Traffic Total Traffic Background Traffic Total Traffic E1 – Skyway & Mars NB Approach A A A A SB Approach B B B B E2 – Skyway & College EB Approach D D E E WB Approach D D D D NB Left A A C D NB Through A A A A NB Right A A A A SB Left A A A A SB Through A B C C SB Right A A A A OVERALL A B B C E3 – Local & College EB Right B B C D E4 – Trilby & College* EB Left E F (138s) E F (96s) EB Through D D D E EB Right A A A A WB Left D D E E WB Through D D E E WB Right A A A A NB Left E E F (93s) F (93s) NB Through C C C C NB Right A A A A SB Left E E E E SB Through C C B B SB Right A A A A OVERALL D D D D E5 – Trilby & Mars EB Left A A A A WB Left A A A A NB Approach D D E E SB Approach D F (54s) E F (60s) I1 – Local & Mars EB Approach N/A A N/A A WB Approach N/A A N/A A *Levels of service assume full build-out of improvements to the Trilby & College intersection Trilby & College – Traffic Impact Study 21 | P a g e No-Build Scenario at Trilby & College Intersection JR analyzed a no-build scenario at the intersection of Trilby & College. In this scenario, it was assumed that the proposed improvements to the Trilby & College intersection do not get built by 2024. Levels of service for this scenario are included in Table 4. JR considered two conditions: (1) background traffic with no intersection improvements and (2) total traffic with no intersection improvements. Seconds of delay are shown in parentheses for movements operating at LOS F. Table 4: 2024 Opening Day Levels of Service – No-Build at Trilby & College Intersection Movement AM Peak LOS PM Peak LOS Back- ground Traffic Total Traffic Back- ground Traffic Total Traffic E4 – Trilby & College EB Left F (81s) F (81s) F (102s) F (102s) EB T/R F (92s) F (116s) F (140s) F (167s) EB Through N/A N/A N/A N/A EB Right N/A N/A N/A N/A WB Left E E F (108s) F (96s) WB T/R F (114s) F (123s) F (127s) F (142s) NB Left E E F (121s) F (160s) NB Through D D D D NB Right C C C C SB Left F (103s) F (123s) F (93s) F (100s) SB Through D D E E SB Right C C C C OVERALL E E E F (82s) Discussion on Levels of Service In the existing condition (2022), most movements operate satisfactorily (LOS D or better). However, some movements at the signalized intersections operate poorly at LOS E or F. As discussed previously in this TIS, improvements are planned for the intersection of Trilby & College to address operational concerns. In the year 2024, levels of service for background traffic are mostly expected to be satisfactory (LOS D or better). Total traffic operations are expected to be similar, with only minor impacts from site-generated traffic. Some movements may operate at LOS E. Trilby & College – Traffic Impact Study 22 | P a g e In the year 2045, some movements may reach LOS E or F under background traffic conditions. However, most movements are anticipated to operate at LOS D or better. Under total traffic conditions, levels of service are similar, with only minor impacts from site-generated traffic. The southbound approach of the intersection of Trilby & Mars is expected to operate at LOS F with total traffic. Also, the eastbound left movement at Trilby & College is expected to fail with total traffic. In the no-build scenario at Trilby & College, multiple movements are expected to fail in 2024 with both background and total traffic. Queue Lengths JR analyzed each of the study intersections for 95 th percentile queue lengths using HCM 7th Edition methodology. Table 5 includes the queue lengths for the year 2022 with existing traffic. Table 6 includes the queue lengths for the year 2024 with total traffic. Table 7 includes the queue lengths for the year 2045 with total traffic. Table 5: 2022 Existing 95th Percentile Queue Lengths Intersection Movement AM Peak Queue (ft) PM Peak Queue (ft) E1 – Skyway & Mars NB Approach <25 <25 SB Approach <25 <25 E2 – Skyway & College EB Approach 125 116 WB Approach 60 100 NB Left <25 <25 NB Through 294 141 NB Right <25 <25 SB Left <25 <25 SB Through 226 536 SB Right <25 <25 E3 – Local & College EB Right <25 <25 E4 – Trilby & College EB Left 310 224 EB Through/Right 578 561 WB Left 112 167 WB Through/Right 397 503 NB Left 89 313 NB Through 490 488 NB Right <25 41 SB Left 92 197 SB Through 262 485 SB Right 30 105 Trilby & College – Traffic Impact Study 23 | P a g e Table 6: 2024 Opening Day 95th Percentile Queue Lengths Intersection Movement AM Peak Queue (ft) PM Peak Queue (ft) E1 – Skyway & Mars NB Approach <25 <25 SB Approach <25 <25 E2 – Skyway & College EB Approach 209 148 WB Approach 54 82 NB Left <25 <25 NB Through 540 358 NB Right <25 <25 SB Left <25 <25 SB Through 233 693 SB Right <25 <25 E3 – Local & College EB Right <25 <25 E4 – Trilby & College* EB Left 212 126 EB Through 124 110 EB Right 76 65 WB Left 104 122 WB Through 103 126 WB Right 70 37 NB Left 87 144 NB Through 454 415 NB Right <25 30 SB Left 58 81 SB Through 257 582 SB Right <25 76 E5 – Trilby & Mars EB Left <25 <25 SB Approach <25 <25 I1 – Local & Mars EB Approach <25 <25 WB Approach <25 <25 *Queue lengths assume full build-out of improvements to the Trilby & College intersection Trilby & College – Traffic Impact Study 24 | P a g e Table 7: 2045 Future 95th Percentile Queue Lengths Intersection Movement AM Peak Queue (ft) PM Peak Queue (ft) E1 – Skyway & Mars NB Approach <25 <25 SB Approach <25 <25 E2 – Skyway & College EB Approach 300 315 WB Approach 69 153 NB Left <25 27 NB Through 289 289 NB Right <25 <25 SB Left <25 <25 SB Through 307 1152 SB Right <25 28 E3 – Local & College EB Right <25 <25 E4 – Trilby & College* EB Left 293 282 EB Through 163 193 EB Right 163 147 WB Left 134 216 WB Through 140 238 WB Right 120 66 NB Left 113 229 NB Through 694 679 NB Right <25 68 SB Left 79 122 SB Through 443 921 SB Right 73 89 E5 – Trilby & Mars EB Left <25 <25 WB Left <25 <25 NB Approach <25 <25 SB Approach 33 25 I1 – Local & Mars EB Approach <25 <25 WB Approach <25 <25 *Queue lengths assume full build-out of improvements to the Trilby & College intersection Trilby & College – Traffic Impact Study 25 | P a g e No-Build Scenario at Trilby & College Intersection JR analyzed a no-build condition at the intersection of Trilby & College. In this condition, JR assumed total 2024 traffic volumes with existing lane geometry (no improvements) at Trilby & College. 95 th percentile queue lengths for this scenario are included in Table 8. Table 8: 2024 Opening Day Queue Lengths – No-Build at Trilby & College Intersection Movement AM Peak LOS PM Peak LOS E4 – Trilby & College EB Left 305 263 EB Through/Right 617 696 WB Left 164 257 WB Through/Right 520 672 NB Left 225 432 NB Through 613 644 NB Right <25 73 SB Left 174 354 SB Through 388 895 SB Right <25 114 Discussion on Queue Lengths In 2022, a few concerns with queuing exist:  SBT queuing at Skyway & College may block access to the southbound turn lanes.  Eastbound queuing at Trilby & College may block access to the church driveway.  Westbound queuing at Trilby & College may block multiple driveways and Debra Drive.  NBT queuing at Trilby & College may block access to the northbound turn lanes.  SBT queuing at Trilby & College may block access to the southbound turn lanes. In 2024, queuing is expected to improve substantially at the intersection of Trilby & College, as a result of planned improvements. Still, the following concerns with queuing exist:  NBT queuing at Skyway & College may block access to the northbound turn lanes.  SBT queuing at Skyway & College may block access to the southbound turn lanes.  NBT queuing at Trilby & College may block access to the northbound turn lanes.  SBT queuing at Trilby & College may block access to the southbound turn lanes. Trilby & College – Traffic Impact Study 26 | P a g e In 2045, queue lengths are expected to be greater than those in 2024 as a result of larger traffic volumes. Still, the concerns with queuing are generally the same as in 2024, with one additional concern:  SBT queuing at Skyway & College may block the intersection of Saturn & College, in addition to blocking access to the southbound turn lanes at Skyway Drive. In the no-build scenario at Trilby & College, queuing issues are anticipated in 2024 with total traffic. Turn lanes are not sufficiently long to handle the expected queues. Additionally, some queue lengths would likely affect upstream intersections and driveways. Comparison of Queuing with Background Traffic vs. Total Traffic Queuing for the NBT/SBT movements along College Avenue is mostly a result of background traffic. Site- generated traffic has only a minor impact on these queue lengths. Site-generated traffic has a more significant impact on NB/SB turning movements along College Avenue, as well as EB/WB movements along Skyway Drive and Trilby Road. Trilby & College – Traffic Impact Study 27 | P a g e Pedestrian and Bicycle Analysis Existing Pedestrian Facilities Existing sidewalks are located in the following places near the Project site:  South side of Skyway Drive, between Gateway Center Drive and College Avenue  East side of Mars Drive, between Skyway Drive and northern limit of Project site  West side of College Avenue, between RIRO intersection and Trilby Road  North side of Trilby Road, between church access and College Avenue In the existing condition, sidewalks are absent at the following places:  West side of College Avenue, between Skyway Drive and RIRO intersection  North side of Trilby Road, between western limit of Project site and church access Existing Bicycle Facilities Skyway Drive: A bicycle lane exists on the south side. No bicycle lane is present on the north side. College Avenue: No bicycle lanes are present on either side. Intermittent shoulders may be used by cyclists. Trilby Road: Shoulders exist on both sides and may be used by cyclists. Links to Neighboring Land Uses JR analyzed pedestrian links to other land uses within 1,320 feet of the Project site. Figure 11 shows the approximate area analyzed. Additionally, schools within 1.5 miles of the site were considered. The pedestrian analysis worksheet according to LCUASS is included in Appendix B. Improvements will be made to local pedestrian facilities including sidewalks and signalized intersection crossings. Specifically, sidewalks will be added along Trilby Road and College Avenue as part of the Project. The planned improvements to the Trilby & College intersection are expected to enhance pedestrian crossings. Trilby & College – Traffic Impact Study 28 | P a g e Figure 11: Pedestrian Analysis Area Trilby & College – Traffic Impact Study 29 | P a g e Conclusion Below is a summary of conclusions and findings of this TIS. Levels of Service 2022: In the existing condition, most intersection movements operate satisfactorily (LOS D or better). However, some movements at the signalized intersections face operational issues, including some movements at LOS E or F. 2024: Most movements at the study intersections are expected to operate at LOS D or better in 2024 with total traffic. Levels of service at the intersection of Trilby & College are expected to improve as a result of the planned intersection improvements. 2045: Most movements at the study intersections are expected to operate at LOS D or better in 2045 with total traffic. However, multiple study intersections may experience movements that operate at LOS E or F. Queue Lengths Estimated 95th percentile queues are mostly acceptable. However, a few operational concerns exist, including:  NBT/SBT movements along College Avenue may block access to NB/SB turn lanes at both Skyway Drive and Trilby Road.  SBT movement at Skyway & College has an estimated queue of 1,145 feet in 2045, which may interfere with access to Saturn Drive to the north. Pedestrian Facilities Pedestrian facilities are mostly satisfactory in the vicinity of the Project site due to the area’s primarily residential character. Improvements are expected to be made to sidewalks adjacent to the site, as well as signalized intersection crossings at Trilby & College. Recommendations Improvements to the intersection of College & Trilby are necessary to accommodate forecasted traffic volumes. The City has indicated that funding for the Capital Project to improve this intersection has been received. Trilby & College – Traffic Impact Study 30 | P a g e Appendix A Base Assumptions Form Chapter 4 – Attachments Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Page 4-35 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment A Transportation Impact Study Base Assumptions Project Information Project Name Project Location TIS Assumptions Type of Study Full: Intermediate: MTIS: Memo: Study Area Boundaries North: South: East: West: Study Years Short Range: Long Range: Future Traffic Growth Rate Study Intersections 1. All access drives 5. 2. 6. 3. 7. 4. 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: Trip Generation Rates Trip Adjustment Factors Passby: Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Design Vehicle Information Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study Date: Traffic Engineer: Local Entity Engineer: Trilby & College Paired-Residential Community Trilby Rd & College Ave, Fort Collins X 2024 2045 1% + Other Traffic Studies Trilby & College Skyway & College 0%2% See Attached ITE Report Eli Farney Spencer M. Smith Skyway Dr Trilby Rd College Ave (See Attached Site Plan with Study Intersections) 4/25/2022 Mars Landing Sun Communities Trilby & College Paired-Residential Community Site Plan and Study Intersections N 1000’ Trip Generation Summary Open Date: Analysis Date: 5/2/2022 5/2/2022Project: Trilby-College Alternative: Alternative 1 Phase: ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total *** Weekday Average Daily Trips Weekday AM Peak Hour of Adjacent Street Traffic Weekday PM Peak Hour of Adjacent Street Traffic 210 SFHOUSE 38 Dwelling Units 180 179 359 7 21 28 24 14 38 220 LOW-RISE 230 Dwelling Units 842 842 1684 24 82 106 81 48 129 411 PUBLICPARK 11.6 Acres 5 4 9 0 0 0 1 0 1 495 RECCENTER 6.5 1000 Sq. Ft. GFA 94 93 187 7 4 11 7 8 15 Unadjusted Volume 1121 1118 2239 38 107 145 113 70 183 Internal Capture Trips 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1121 1118 2239 38 107 145 113 70 183 Pass-By Trips Volume Added to Adjacent Streets Total Weekday Average Daily Trips Internal Capture = 0 Percent Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent P. 1TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition - Custom rate used for selected time period.* Trilby Rd Co l l e g e A v e N 1000’ 50% 20% Trilby & College Paired-Residential Community Site-Generated Trip Distribution Note: Distribution based on existing traffic volumes Trilby-College Project Site Skyway Dr 15% 1% 5% 9% Trilby & College – Traffic Impact Study 31 | P a g e Appendix B Pedestrian Worksheet 35 Pedestrian Analysis Worksheet Project Classification: Residential Description of Destination Destination Classification Level of Service Security Directness Continuity Street Crossings (signalized) Street Crossings (unsignalized) Visual Appeal & Amenities Surface Condition 1 Residential area north of site Residential Existing C A B N/A C C B Proposed C A B N/A C C B 2 Residential area west of site Residential Existing C C B N/A C C B Proposed C C B N/A C C B 3 Residential area south- west of site Residential Existing C A C N/A C C B Proposed C A B N/A C C B 4 Residential area south- east of site Residential Existing C A C F C C B Proposed C A B C C C B 5 Residential area north- east of site Residential Existing C A B C C C B Proposed C A B C C C B 6 Commercial area on east side of College Commercial Existing C A C F N/A C B Proposed C A B C N/A C B 7 Coyote Ridge Elementary School Institutional Existing C A B N/A C C B Proposed C A B N/A C C B 8 Werner Elementary School Institutional Existing C B B C C C B Proposed C B B C C C B Trilby & College – Traffic Impact Study 32 | P a g e Appendix C Traffic Counts 37 Page 1 Site Code: 4 Station ID: TRILBY RD W.O. COLLEGE AVE Latitude: 0' 0.0000 Undefined All Traffic Data Services, LLC www.alltrafficdata.net Start 27-Apr-22 Time Wed EB WB Total 12:00 AM 13 17 30 01:00 11 8 19 02:00 17 13 30 03:00 17 10 27 04:00 51 15 66 05:00 185 48 233 06:00 429 163 592 07:00 655 385 1040 08:00 624 434 1058 09:00 480 366 846 10:00 532 352 884 11:00 445 395 840 12:00 PM 449 420 869 01:00 455 430 885 02:00 496 474 970 03:00 547 563 1110 04:00 547 628 1175 05:00 497 561 1058 06:00 404 424 828 07:00 246 337 583 08:00 166 265 431 09:00 117 192 309 10:00 50 70 120 11:00 29 40 69 Total 7462 6610 14072 Percent 53.0%47.0% AM Peak -07:00 08:00 ------08:00 Vol.-655 434 ------1058 PM Peak -15:00 16:00 ------16:00 Vol.-547 628 ------1175 Grand Total 7462 6610 14072 Percent 53.0%47.0% ADT ADT 14,072 AADT 14,072 MARS DR MARS DRW SKYWAY DRW SKYWAY DR (303) 216-2439 www.alltrafficdata.net Location:1 MARS DR & W SKYWAY DR AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:08:00 AM - 08:15 AM 14 5 50 108 00 95 46 0.88 N S EW 0.47 0.83 0.38 0.82 (8)(19) (89) (172) (79) (151) (3)(3) 1 013 4 45 0 0 94 1 1 0 0 0 0 00 W SKYWAY DR W SKYWAY DR MARS DR MARS DR 2 1 4 0 N S EW 1 0 13 2 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 0 0 1 00 0 17 0 0 10 28 0 0 1 01320 0 0 0 7:15 AM 0 0 0 0 2 00 0 14 0 2 10 29 0 0 0 11490 1 0 0 7:30 AM 0 0 0 0 8 00 0 19 1 0 8 37 0 1 0 21590 1 0 0 7:45 AM 0 0 0 0 3 00 1 22 0 0 10 38 0 0 1 01480 1 0 1 8:00 AM 0 0 0 0 1 00 0 29 0 0 14 45 0 0 0 01300 1 0 0 8:15 AM 0 0 0 0 1 00 0 24 0 0 13 39 0 0 3 00 1 0 0 8:30 AM 0 0 0 0 0 00 0 19 0 0 5 26 0 0 0 00 0 2 0 8:45 AM 0 0 0 0 2 00 0 6 0 1 8 20 0 0 0 00 2 1 0 Count Total 1370 2620180000783115010 350 1 Peak Hour 0 1 94 1 0 45 0 0 0 0 13 0 1590 4 0 1 0 1 4 2 S COLLEGE AVE S COLLEGE AVEW SKYWAY DRW SKYWAY DR (303) 216-2439 www.alltrafficdata.net Location:2 S COLLEGE AVE & W SKYWAY DR AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:30 AM - 07:45 AM 967 1,545 66 64 1,485971 111 49 0.96 N S EW 0.91 0.80 0.92 0.90 (2,849)(1,815) (114) (104) (89) (176) (2,749)(1,812) 32 026 37 2 27 35 8 68 0 0 90 9 15 1, 4 4 0 300 W SKYWAY DR W SKYWAY DR S COLLEGE AVE S COLLEGE AVE 0 1 2 0 N S EW 0 1 02 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 232 0 7 1780 13 1 0 3 0 455 0 0 1 02,3705 4 2 10 7:15 AM 0 5 336 0 2 1690 9 1 0 4 2 549 0 0 0 12,5216 5 4 6 7:30 AM 0 3 396 0 3 2270 18 1 0 6 0 685 0 0 0 02,62911 11 3 6 7:45 AM 0 3 369 0 5 2540 17 2 0 6 0 681 0 1 1 02,5816 6 5 8 8:00 AM 0 5 303 0 12 2190 18 1 0 8 0 606 0 0 0 02,48412 8 10 10 8:15 AM 0 4 372 0 6 2090 15 4 0 7 2 657 0 0 1 06 12 12 8 8:30 AM 1 3 355 0 7 2250 16 1 0 6 1 637 0 0 0 03 9 8 2 8:45 AM 0 2 312 0 3 2320 7 0 0 6 2 584 0 1 0 03 6 4 7 Count Total 57486152 4,8541,7134502,6752517460111130 130 2 Peak Hour 0 68 8 0 27 2 0 15 1,440 0 26 909 2,62935 37 30 32 0 1 2 0 S COLLEGE AVE S COLLEGE AVEE TRILBY RDE TRILBY RD (303) 216-2439 www.alltrafficdata.net Location:3 S COLLEGE AVE & E TRILBY RD AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:45 AM - 08:00 AM 985 1,526 461 425 1,3651,108 706 458 0.94 N S EW 0.89 0.93 0.95 0.90 (2,782)(1,786) (888) (774) (856) (1,358) (2,449)(2,069) 99 079 141 218 102 199 269 238 0 0 80 7 14 1 1, 1 4 7 770 E TRILBY RD E TRILBY RD S COLLEGE AVE S COLLEGE AVE 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 17 182 0 12 1390 40 52 0 25 32 582 0 1 0 03,18838 19 10 16 7:15 AM 0 31 248 0 9 1490 56 56 0 23 61 754 0 0 0 03,40757 32 17 15 7:30 AM 0 35 298 0 20 2020 74 69 0 25 53 920 0 0 0 03,51757 47 21 19 7:45 AM 0 44 290 0 22 2270 51 89 0 35 61 932 0 0 0 03,43747 28 11 27 8:00 AM 0 33 258 0 19 1780 56 64 0 20 54 801 0 0 0 03,29345 28 14 32 8:15 AM 0 29 301 0 18 2000 57 47 0 22 50 864 0 0 0 050 38 31 21 8:30 AM 0 41 246 0 13 1700 71 65 0 34 53 840 1 2 0 163 38 17 29 8:45 AM 0 28 226 0 20 1980 55 57 0 23 44 788 0 0 0 042 43 21 31 Count Total 190142273399 6,4811,46313302,049258040820704994600 101 3 Peak Hour 0 238 269 0 102 218 0 141 1,147 0 79 807 3,517199 141 77 99 0 0 0 0 S COLLEGE AVE S COLLEGE AVE RIRO ACCESS (303) 216-2439 www.alltrafficdata.net Location:5 S COLLEGE AVE & RIRO ACCESS AM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:45 AM - 08:00 AM 938 1,536 0 0 1,541941 10 12 0.94 N S EW 0.92 0.00 0.93 0.48 (2,790)(1,775) () () (35) (27) (2,798)(1,775) 9 00 0 0 0 10 0 0 0 0 92 9 3 1, 5 3 6 02 RIRO ACCESS S COLLEGE AVE S COLLEGE AVE 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 237 0 0 1860 0 0 0 0 0 432 0 0 0 02,2993 0 0 6 7:15 AM 0 2 339 0 0 1970 0 0 0 0 0 552 0 0 0 02,45010 0 0 4 7:30 AM 0 2 398 0 0 2540 0 0 0 0 0 656 0 0 0 02,4891 0 0 1 7:45 AM 0 0 415 0 0 2360 0 0 0 0 0 659 0 0 0 02,3665 0 0 3 8:00 AM 0 1 359 0 0 2200 0 0 0 0 0 583 0 0 0 02,3010 0 0 3 8:15 AM 2 0 364 0 0 2190 0 0 0 0 0 591 0 0 0 04 0 0 2 8:30 AM 0 1 330 0 0 1950 0 0 0 0 0 533 0 0 0 02 0 0 5 8:45 AM 0 0 348 0 0 2390 0 0 0 0 0 594 0 0 0 02 0 0 5 Count Total 290027 4,6001,746002,79062000000 000 0 Peak Hour 0 0 0 0 0 0 2 3 1,536 0 0 929 2,48910 0 0 9 0 0 0 0 MARS DR MARS DRW SKYWAY DRW SKYWAY DR (303) 216-2439 www.alltrafficdata.net Location:1 MARS DR & W SKYWAY DR PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:04:30 PM - 04:45 PM 6 9 67 81 35 77 58 0.87 N S EW 0.75 0.86 0.63 0.88 (16)(10) (141) (137) (125) (127) (6)(6) 2 04 7 56 4 1 74 2 0 0 0 0 0 30 W SKYWAY DR W SKYWAY DR MARS DR MARS DR 1 0 0 0 N S EW 0 0 00 0 1 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 0 0 0 00 0 15 0 0 12 30 0 0 0 01500 3 0 0 4:15 PM 0 0 0 0 1 00 0 13 0 0 18 34 0 0 0 01480 1 1 0 4:30 PM 0 0 0 0 1 00 1 19 0 1 18 44 0 0 0 11531 2 0 1 4:45 PM 0 0 0 0 2 00 0 22 0 3 12 42 0 0 0 01440 2 1 0 5:00 PM 0 0 0 0 0 00 0 17 0 0 8 28 0 0 0 01340 2 1 0 5:15 PM 0 0 0 0 1 00 1 16 0 0 18 39 0 0 0 00 1 1 1 5:30 PM 0 0 0 0 1 00 1 8 0 1 22 35 0 0 0 00 0 2 0 5:45 PM 0 0 0 0 2 00 0 13 0 0 15 32 0 0 0 00 2 0 0 Count Total 26131 2840800001235012330 100 0 Peak Hour 0 2 74 0 4 56 0 0 0 0 4 0 1531 7 3 2 0 0 0 1 S COLLEGE AVE S COLLEGE AVEW SKYWAY DRW SKYWAY DR (303) 216-2439 www.alltrafficdata.net Location:2 S COLLEGE AVE & W SKYWAY DR PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:04:30 PM - 04:45 PM 1,694 1,408 93 53 1,3581,693 93 84 0.93 N S EW 0.93 0.86 0.93 0.78 (2,717)(3,174) (168) (122) (172) (162) (2,655)(3,148) 41 028 48 11 31 35 8 50 3 0 1, 6 2 5 32 1, 3 1 0 142 W SKYWAY DR W SKYWAY DR S COLLEGE AVE S COLLEGE AVE 5 0 0 0 N S EW 0 0 00 4 1 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 6 305 0 17 3800 9 3 0 11 4 766 0 0 0 03,1267 6 10 8 4:15 PM 0 9 323 0 10 3250 15 0 0 10 1 729 0 0 0 03,1874 12 7 13 4:30 PM 0 7 350 0 9 4320 16 1 1 11 2 870 0 0 0 03,2388 14 6 13 4:45 PM 0 7 300 0 12 3720 16 2 1 6 3 761 0 0 0 03,14412 14 4 12 5:00 PM 1 6 360 0 3 4070 9 3 0 8 1 827 0 0 0 23,0337 11 4 7 5:15 PM 1 12 300 0 4 4140 9 2 1 6 5 780 0 0 0 18 9 0 9 5:30 PM 0 11 307 1 4 3910 8 2 0 8 2 776 0 0 0 08 9 10 15 5:45 PM 1 7 299 0 4 3030 10 0 0 4 3 650 0 0 0 03 5 2 9 Count Total 86438057 6,1593,0246312,5446532164313920 300 0 Peak Hour 0 50 8 3 31 11 2 32 1,310 0 28 1,625 3,23835 48 14 41 0 0 0 3 S COLLEGE AVE S COLLEGE AVEE TRILBY RDE TRILBY RD (303) 216-2439 www.alltrafficdata.net Location:3 S COLLEGE AVE & E TRILBY RD PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:30 PM - 05:30 PM Peak 15-Minutes:05:15 PM - 05:30 PM 1,660 1,375 502 507 1,4461,599 551 678 0.97 N S EW 0.94 0.90 0.94 0.91 (2,669)(3,116) (1,001) (986) (1,345) (1,088) (2,797)(3,002) 20 5 2 15 4 108 265 129 171 229 151 0 0 1, 2 9 9 20 8 1, 1 1 4 12 4 0 E TRILBY RD E TRILBY RD S COLLEGE AVE S COLLEGE AVE 1 0 2 1 N S EW 0 0 20 0 1 0 1 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 43 232 0 26 3000 42 52 0 28 64 925 0 0 0 03,98945 25 29 39 4:15 PM 0 55 297 0 38 2650 43 54 0 27 79 1,005 0 0 0 04,09140 21 33 53 4:30 PM 0 37 275 0 36 3240 48 66 0 29 71 1,035 0 0 0 04,15940 27 33 49 4:45 PM 0 60 259 0 39 3300 43 44 0 35 63 1,024 1 0 0 14,13446 27 32 46 5:00 PM 0 50 290 1 32 3120 39 49 0 33 67 1,027 0 0 0 04,01344 28 31 51 5:15 PM 0 61 290 1 47 3330 21 70 0 32 64 1,073 0 0 0 041 26 28 59 5:30 PM 0 48 234 0 36 3160 39 63 0 40 77 1,010 0 0 1 047 27 31 52 5:45 PM 0 54 276 0 41 2400 31 57 0 31 53 903 0 0 0 124 27 19 50 Count Total 399236208327 8,0022,42029522,153408053825504553060 211 0 Peak Hour 0 151 229 0 129 265 0 208 1,114 2 154 1,299 4,159171 108 124 205 1 0 0 1 S COLLEGE AVE S COLLEGE AVE RIRO ACCESS (303) 216-2439 www.alltrafficdata.net Location:5 S COLLEGE AVE & RIRO ACCESS PM Wednesday, April 27, 2022Date: Peak Hour - All Vehicles Traffic Counts Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles on Crosswalk Peak Hour:04:45 PM - 05:45 PM Peak 15-Minutes:05:15 PM - 05:30 PM 1,621 1,361 0 0 1,3611,627 11 5 0.99 N S EW 0.98 0.00 0.97 0.69 (2,675)(3,124) () () (19) (14) (2,675)(3,119) 5 00 0 0 0 11 0 0 0 0 1, 6 1 6 0 1, 3 6 1 00 RIRO ACCESS S COLLEGE AVE S COLLEGE AVE 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundInterval Start Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 327 0 0 3600 0 0 0 0 0 696 0 0 0 02,8912 0 0 7 4:15 PM 0 0 355 0 0 3830 0 0 0 0 0 743 0 0 0 02,9460 0 0 5 4:30 PM 0 0 323 0 0 3940 0 0 0 0 0 719 0 0 0 02,9601 0 0 1 4:45 PM 0 0 334 0 0 3940 0 0 0 0 0 733 0 0 0 02,9932 0 0 3 5:00 PM 0 0 332 0 0 4140 0 0 0 0 0 751 0 0 0 02,9224 0 0 1 5:15 PM 0 0 351 0 0 4010 0 0 0 0 0 757 0 0 0 04 0 0 1 5:30 PM 0 0 344 0 0 4070 0 0 0 0 0 752 0 0 0 01 0 0 0 5:45 PM 0 0 309 0 0 3520 0 0 0 0 0 662 0 0 0 00 0 0 1 Count Total 190014 5,8133,105002,67500000000 000 0 Peak Hour 0 0 0 0 0 0 0 0 1,361 0 0 1,616 2,99311 0 0 5 0 0 0 0 Trilby & College – Traffic Impact Study 33 | P a g e Appendix D Trip Generation 47 Project: Trilby & College ITE Code Description Size Units Enter Exit Total Enter Exit Total Enter Exit Total 215 Single Family Attached Housing 16 Dwelling Units 58 58 116 2 6 8 5 4 9 220 Multifamily Housing (Low Rise) 249 Dwelling Units 874 874 1748 29 93 122 93 55 148 495 Recreational Community Center 6.5 1000 SQ. FT. 94 94 188 8 4 12 18 20 38 1026 1026 2052 39 103 142 116 79 195 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1026 1026 2052 39 103 142 116 79 195 Source: Institute of Transportation Engineers, Trip Generation Manual , 11th Edition Weekday Average Daily Trips Weekday AM Peak Hour Trips Weekday PM Peak Hour Trips Unadjusted Volume Internal Capture Volume Added to Adjacent Streets Pass-By Trips Trilby & College – Traffic Impact Study 34 | P a g e Appendix E Synchro Reports 49 Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 94 0 1 45 4 0 0 0 13 0 1 Future Volume (vph) 1 94 0 1 45 4 0 0 0 13 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.990 0.991 Flt Protected 0.999 0.955 Satd. Flow (prot) 0 1863 0 0 1842 0 0 1863 0 0 1763 0 Flt Permitted 0.999 0.955 Satd. Flow (perm) 0 1863 0 0 1842 0 0 1863 0 0 1763 0 Link Speed (mph) 30 30 25 25 Link Distance (ft) 1042 642 660 275 Travel Time (s) 23.7 14.6 18.0 7.5 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 Adj. Flow (vph) 1 102 0 1 49 4 0 0 0 14 0 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 103 0 0 54 0 0 0 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 15.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Mars Dr & Skyway Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 94 0 1 45 4 0 0 0 13 0 1 Future Vol, veh/h 1 94 0 1 45 4 0 0 0 13 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 102 0 1 49 4 0 0 0 14 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 53 0 0 102 0 0 158 159 102 157 157 51 Stage 1 - - - - - - 104 104 - 53 53 - Stage 2 - - - - - - 54 55 - 104 104 - 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 - - 1490 - - 808 733 953 809 735 1017 Stage 1 - - - - - - 902 809 - 960 851 - Stage 2 - - - - - - 958 849 - 902 809 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1553 - - 1490 - - 806 732 953 807 734 1017 Mov Cap-2 Maneuver - - - - - - 806 732 - 807 734 - Stage 1 - - - - - - 901 808 - 959 850 - Stage 2 - - - - - - 956 848 - 901 808 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 0 9.5 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 1553 - - 1490 - - 819 HCM Lane V/C Ratio - 0.001 - - 0.001 - - 0.019 HCM Control Delay (s) 0 7.3 0 - 7.4 0 - 9.5 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 8 35 27 2 37 15 1440 30 26 909 32 Future Volume (vph) 68 8 35 27 2 37 15 1440 30 26 909 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.958 0.924 0.850 0.850 Flt Protected 0.970 0.980 0.950 0.950 Satd. Flow (prot) 0 1731 0 0 1687 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.801 0.824 0.266 0.112 Satd. Flow (perm) 0 1429 0 0 1418 0 495 3539 1583 209 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 19 40 79 79 Link Speed (mph) 30 30 55 55 Link Distance (ft) 642 472 2118 498 Travel Time (s) 14.6 10.7 26.3 6.2 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 Adj. Flow (vph) 74 9 38 29 2 40 16 1565 33 28 988 35 Shared Lane Traffic (%) Lane Group Flow (vph) 0 121 0 0 71 0 16 1565 33 28 988 35 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 29.0 29.0 29.0 29.0 11.0 70.0 70.0 11.0 70.0 70.0 Total Split (%) 26.4% 26.4% 26.4% 26.4% 10.0% 63.6% 63.6% 10.0% 63.6% 63.6% Maximum Green (s) 23.5 23.5 23.5 23.5 5.5 64.5 64.5 5.5 64.5 64.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 13.3 13.3 82.3 78.7 78.7 83.6 81.1 81.1 Actuated g/C Ratio 0.12 0.12 0.75 0.72 0.72 0.76 0.74 0.74 v/c Ratio 0.64 0.34 0.04 0.62 0.03 0.12 0.38 0.03 Control Delay 53.2 26.2 4.4 7.4 0.5 4.7 7.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 26.2 4.4 7.4 0.5 4.7 7.1 0.0 LOS D C A A A A A A Approach Delay 53.2 26.2 7.2 6.8 Approach LOS D C A A Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 9.5 Intersection LOS: A Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 121 71 16 1565 33 28 988 35 v/c Ratio 0.64 0.34 0.04 0.62 0.03 0.12 0.38 0.03 Control Delay 53.2 26.2 4.4 7.4 0.5 4.7 7.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 26.2 4.4 7.4 0.5 4.7 7.1 0.0 Queue Length 50th (ft) 69 20 1 153 0 4 92 0 Queue Length 95th (ft) 125 60 m4 m294 m0 12 226 1 Internal Link Dist (ft) 562 392 2038 418 Turn Bay Length (ft) 220 285 225 230 Base Capacity (vph) 320 334 437 2532 1155 243 2609 1187 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.21 0.04 0.62 0.03 0.12 0.38 0.03 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 8 35 27 2 37 15 1440 30 26 909 32 Future Volume (veh/h) 68 8 35 27 2 37 15 1440 30 26 909 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 74 9 38 29 2 40 16 1565 33 28 988 35 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 140 16 47 93 21 88 448 2594 1157 344 2624 1170 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 1.00 1.00 0.03 0.74 0.74 Sat Flow, veh/h 932 167 503 499 225 934 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 121 0 0 71 0 0 16 1565 33 28 988 35 Grp Sat Flow(s),veh/h/ln 1603 0 0 1657 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.6 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.4 11.1 0.6 Cycle Q Clear(g_c), s 7.9 0.0 0.0 4.3 0.0 0.0 0.2 0.0 0.0 0.4 11.1 0.6 Prop In Lane 0.61 0.31 0.41 0.56 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 203 0 0 202 0 0 448 2594 1157 344 2624 1170 V/C Ratio(X) 0.60 0.00 0.00 0.35 0.00 0.00 0.04 0.60 0.03 0.08 0.38 0.03 Avail Cap(c_a), veh/h 378 0 0 380 0 0 506 2594 1157 387 2624 1170 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 0.0 0.0 47.1 0.0 0.0 3.9 0.0 0.0 3.3 5.2 3.8 Incr Delay (d2), s/veh 2.8 0.0 0.0 1.0 0.0 0.0 0.0 1.0 0.0 0.1 0.4 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 0.0 0.0 1.9 0.0 0.0 0.1 0.4 0.0 0.1 2.9 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.3 0.0 0.0 48.2 0.0 0.0 4.0 1.0 0.0 3.4 5.6 3.9 LnGrp LOS D A A D A A A A A A A A Approach Vol, veh/h 121 71 1614 1051 Approach Delay, s/veh 51.3 48.2 1.1 5.5 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.4 85.8 15.8 7.4 86.7 15.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 64.5 23.5 5.5 64.5 23.5 Max Q Clear Time (g_c+I1), s 2.4 2.0 9.9 2.2 13.1 6.3 Green Ext Time (p_c), s 0.0 16.3 0.5 0.0 7.4 0.3 Intersection Summary HCM 6th Ctrl Delay 6.0 HCM 6th LOS A Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 10 0 1536 929 9 Future Volume (vph) 0 10 0 1536 929 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 25 55 55 Link Distance (ft) 640 516 2118 Travel Time (s) 17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 11 0 1670 1010 10 Shared Lane Traffic (%) Lane Group Flow (vph) 0 11 0 1670 1010 10 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: College Ave & Local Rd 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 0 1536 929 9 Future Vol, veh/h 0 10 0 1536 929 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - Free Storage Length - 0 - - - 630 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 11 0 1670 1010 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 505 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 512 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 512 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 512 - HCM Lane V/C Ratio - 0.021 - HCM Control Delay (s) - 12.2 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0.1 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 238 269 199 102 218 141 141 1147 77 79 807 99 Future Volume (vph) 238 269 199 102 218 141 141 1147 77 79 807 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 140 0 280 100 270 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.936 0.941 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1744 0 1770 1753 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.206 0.140 0.184 0.094 Satd. Flow (perm) 384 1744 0 261 1753 0 343 3539 1583 175 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 33 29 134 134 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 259 292 216 111 237 153 153 1247 84 86 877 108 Shared Lane Traffic (%) Lane Group Flow (vph) 259 508 0 111 390 0 153 1247 84 86 877 108 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 10.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 12.0 35.0 11.0 34.0 14.0 53.0 53.0 11.0 50.0 50.0 Total Split (%) 10.9% 31.8% 10.0% 30.9% 12.7% 48.2% 48.2% 10.0% 45.5% 45.5% Maximum Green (s) 6.5 29.5 5.5 28.5 8.5 47.5 47.5 5.5 44.5 44.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 36.0 29.5 34.0 28.5 56.5 49.7 49.7 50.2 44.7 44.7 Actuated g/C Ratio 0.33 0.27 0.31 0.26 0.51 0.45 0.45 0.46 0.41 0.41 v/c Ratio 1.25 1.03 0.71 0.82 0.54 0.78 0.11 0.54 0.61 0.15 Control Delay 175.4 87.6 51.2 51.0 20.7 30.5 1.0 36.9 26.2 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 175.4 87.6 51.2 51.0 20.7 30.5 1.0 36.9 26.2 4.0 LOS F F D D C C A D C A Approach Delay 117.2 51.0 27.8 24.8 Approach LOS F D C C Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.25 Intersection Signal Delay: 47.9 Intersection LOS: D Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 259 508 111 390 153 1247 84 86 877 108 v/c Ratio 1.25 1.03 0.71 0.82 0.54 0.78 0.11 0.54 0.61 0.15 Control Delay 175.4 87.6 51.2 51.0 20.7 30.5 1.0 36.9 26.2 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 175.4 87.6 51.2 51.0 20.7 30.5 1.0 36.9 26.2 4.0 Queue Length 50th (ft) ~150 ~368 52 242 53 397 0 27 181 0 Queue Length 95th (ft) #310 #578 #112 #397 89 490 8 92 262 30 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 140 280 100 270 Base Capacity (vph) 207 491 156 475 286 1599 788 159 1439 723 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.25 1.03 0.71 0.82 0.53 0.78 0.11 0.54 0.61 0.15 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 JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 238 269 199 102 218 141 141 1147 77 79 807 99 Future Volume (veh/h) 238 269 199 102 218 141 141 1147 77 79 807 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 259 292 216 111 237 153 153 1247 84 86 877 108 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 217 268 198 155 275 178 374 1561 696 197 1476 658 Arrive On Green 0.06 0.27 0.27 0.05 0.26 0.26 0.07 0.44 0.44 0.09 0.83 0.83 Sat Flow, veh/h 1781 999 739 1781 1062 685 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 259 0 508 111 0 390 153 1247 84 86 877 108 Grp Sat Flow(s),veh/h/ln 1781 0 1737 1781 0 1747 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.5 0.0 29.5 5.1 0.0 23.4 5.4 33.3 3.5 3.0 9.1 1.5 Cycle Q Clear(g_c), s 6.5 0.0 29.5 5.1 0.0 23.4 5.4 33.3 3.5 3.0 9.1 1.5 Prop In Lane 1.00 0.43 1.00 0.39 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 0 466 155 0 453 374 1561 696 197 1476 658 V/C Ratio(X) 1.20 0.00 1.09 0.72 0.00 0.86 0.41 0.80 0.12 0.44 0.59 0.16 Avail Cap(c_a), veh/h 217 0 466 155 0 453 393 1561 696 210 1476 658 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 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 39.0 0.0 40.3 31.7 0.0 38.9 16.7 26.6 18.3 21.4 6.2 5.6 Incr Delay (d2), s/veh 124.2 0.0 68.4 14.9 0.0 15.5 0.7 4.4 0.4 1.5 1.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 0.0 20.9 2.7 0.0 11.6 2.0 13.6 1.3 1.2 2.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 163.2 0.0 108.6 46.5 0.0 54.4 17.4 31.0 18.6 22.9 8.0 6.1 LnGrp LOS F A F D A D B C B C A A Approach Vol, veh/h 767 501 1484 1071 Approach Delay, s/veh 127.0 52.7 28.9 9.0 Approach LOS F D C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.2 53.8 11.0 35.0 12.8 51.2 12.0 34.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 47.5 5.5 29.5 8.5 44.5 6.5 28.5 Max Q Clear Time (g_c+I1), s 5.0 35.3 7.1 31.5 7.4 11.1 8.5 25.4 Green Ext Time (p_c), s 0.0 6.3 0.0 0.0 0.0 6.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 46.1 HCM 6th LOS D Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 655 434 0 0 0 Future Volume (vph) 0 655 434 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 1863 1863 1863 0 1863 0 Link Speed (mph) 40 40 25 Link Distance (ft) 1287 643 515 Travel Time (s) 21.9 11.0 14.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 712 472 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 712 472 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 37.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Trilby Rd & Mars Dr 05/27/2022 Trilby & College 7:30 am 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: AM Peak Hour Page 14 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 655 434 0 0 0 Future Vol, veh/h 0 655 434 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 712 472 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 472 0 - 0 1184 472 Stage 1 - - - - 472 - Stage 2 - - - - 712 - 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 1090 - - - 209 592 Stage 1 - - - - 628 - Stage 2 - - - - 486 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1090 - - - 209 592 Mov Cap-2 Maneuver - - - - 209 - Stage 1 - - - - 628 - Stage 2 - - - - 486 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1090 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 74 1 4 56 7 0 0 3 4 0 2 Future Volume (vph) 2 74 1 4 56 7 0 0 3 4 0 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.998 0.985 0.865 0.955 Flt Protected 0.999 0.997 0.968 Satd. Flow (prot) 0 1857 0 0 1829 0 0 1611 0 0 1722 0 Flt Permitted 0.999 0.997 0.968 Satd. Flow (perm) 0 1857 0 0 1829 0 0 1611 0 0 1722 0 Link Speed (mph) 30 30 25 25 Link Distance (ft) 1042 642 660 275 Travel Time (s) 23.7 14.6 18.0 7.5 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 Adj. Flow (vph) 2 80 1 4 61 8 0 0 3 4 0 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 83 0 0 73 0 0 3 0 0 6 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 15.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Mars Dr & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 74 1 4 56 7 0 0 3 4 0 2 Future Vol, veh/h 2 74 1 4 56 7 0 0 3 4 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 80 1 4 61 8 0 0 3 4 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 69 0 0 81 0 0 159 162 81 159 158 65 Stage 1 - - - - - - 85 85 - 73 73 - Stage 2 - - - - - - 74 77 - 86 85 - 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 1532 - - 1517 - - 807 730 979 807 734 999 Stage 1 - - - - - - 923 824 - 937 834 - Stage 2 - - - - - - 935 831 - 922 824 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1532 - - 1517 - - 803 727 979 802 731 999 Mov Cap-2 Maneuver - - - - - - 803 727 - 802 731 - Stage 1 - - - - - - 922 823 - 936 831 - Stage 2 - - - - - - 930 829 - 918 823 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.4 8.7 9.2 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 979 1532 - - 1517 - - 858 HCM Lane V/C Ratio 0.003 0.001 - - 0.003 - - 0.008 HCM Control Delay (s) 8.7 7.4 0 - 7.4 0 - 9.2 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 8 35 34 11 48 34 1310 14 28 1625 41 Future Volume (vph) 50 8 35 34 11 48 34 1310 14 28 1625 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.949 0.930 0.850 0.850 Flt Protected 0.974 0.982 0.950 0.950 Satd. Flow (prot) 0 1722 0 0 1701 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.725 0.824 0.088 0.150 Satd. Flow (perm) 0 1282 0 0 1427 0 164 3539 1583 279 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 38 73 73 Link Speed (mph) 30 30 55 55 Link Distance (ft) 642 472 2118 498 Travel Time (s) 14.6 10.7 26.3 6.2 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 Adj. Flow (vph) 54 9 38 37 12 52 37 1424 15 30 1766 45 Shared Lane Traffic (%) Lane Group Flow (vph) 0 101 0 0 101 0 37 1424 15 30 1766 45 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 24.0 24.0 24.0 24.0 11.0 85.0 85.0 11.0 85.0 85.0 Total Split (%) 20.0% 20.0% 20.0% 20.0% 9.2% 70.8% 70.8% 9.2% 70.8% 70.8% Maximum Green (s) 18.5 18.5 18.5 18.5 5.5 79.5 79.5 5.5 79.5 79.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 12.5 12.5 93.2 89.7 89.7 93.1 89.6 89.6 Actuated g/C Ratio 0.10 0.10 0.78 0.75 0.75 0.78 0.75 0.75 v/c Ratio 0.66 0.55 0.18 0.54 0.01 0.10 0.67 0.04 Control Delay 60.3 42.9 3.1 4.0 0.0 4.0 11.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.3 42.9 3.1 4.0 0.0 4.0 11.0 0.6 LOS E D A A A A B A Approach Delay 60.3 42.9 3.9 10.6 Approach LOS E D A B Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 101 101 37 1424 15 30 1766 45 v/c Ratio 0.66 0.55 0.18 0.54 0.01 0.10 0.67 0.04 Control Delay 60.3 42.9 3.1 4.0 0.0 4.0 11.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.3 42.9 3.1 4.0 0.0 4.0 11.0 0.6 Queue Length 50th (ft) 60 46 3 108 0 4 375 0 Queue Length 95th (ft) 116 100 m5 m141 m0 12 536 5 Internal Link Dist (ft) 562 392 2038 418 Turn Bay Length (ft) 220 285 225 230 Base Capacity (vph) 215 252 204 2644 1201 287 2642 1200 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.40 0.18 0.54 0.01 0.10 0.67 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 8 35 34 11 48 34 1310 14 28 1625 41 Future Volume (veh/h) 50 8 35 34 11 48 34 1310 14 28 1625 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 54 9 38 37 12 52 37 1424 15 30 1766 45 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 107 18 48 82 26 71 242 2672 1192 385 2661 1187 Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.06 1.00 1.00 0.03 0.75 0.75 Sat Flow, veh/h 720 218 566 488 305 842 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 101 0 0 101 0 0 37 1424 15 30 1766 45 Grp Sat Flow(s),veh/h/ln 1504 0 0 1635 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 0.8 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.5 29.8 0.9 Cycle Q Clear(g_c), s 7.8 0.0 0.0 7.1 0.0 0.0 0.6 0.0 0.0 0.5 29.8 0.9 Prop In Lane 0.53 0.38 0.37 0.51 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 173 0 0 179 0 0 242 2672 1192 385 2661 1187 V/C Ratio(X) 0.59 0.00 0.00 0.57 0.00 0.00 0.15 0.53 0.01 0.08 0.66 0.04 Avail Cap(c_a), veh/h 275 0 0 285 0 0 271 2672 1192 419 2661 1187 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 0.0 0.0 53.5 0.0 0.0 7.1 0.0 0.0 3.1 7.5 3.9 Incr Delay (d2), s/veh 3.1 0.0 0.0 2.8 0.0 0.0 0.3 0.8 0.0 0.1 1.3 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 3.1 0.0 0.0 3.1 0.0 0.0 0.2 0.3 0.0 0.1 8.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.0 0.0 0.0 56.3 0.0 0.0 7.4 0.8 0.0 3.2 8.8 4.0 LnGrp LOS E A A E A A A A A A A A Approach Vol, veh/h 101 101 1476 1841 Approach Delay, s/veh 57.0 56.3 0.9 8.6 Approach LOS E E A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 95.7 15.6 9.0 95.4 15.6 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 79.5 18.5 5.5 79.5 18.5 Max Q Clear Time (g_c+I1), s 2.5 2.0 9.8 2.6 31.8 9.1 Green Ext Time (p_c), s 0.0 13.7 0.3 0.0 19.3 0.3 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 11 0 1361 1616 5 Future Volume (vph) 0 11 0 1361 1616 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 25 55 55 Link Distance (ft) 640 516 2118 Travel Time (s) 17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 12 0 1479 1757 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 12 0 1479 1757 5 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: College Ave & Local Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 11 0 1361 1616 5 Future Vol, veh/h 0 11 0 1361 1616 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - Free Storage Length - 0 - - - 630 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 12 0 1479 1757 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 879 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 291 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 291 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 17.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 291 - HCM Lane V/C Ratio - 0.041 - HCM Control Delay (s) - 17.9 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0.1 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 151 229 171 129 265 108 208 1114 124 156 1299 205 Future Volume (vph) 151 229 171 129 265 108 208 1114 124 156 1299 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 140 0 280 100 270 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.936 0.957 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1744 0 1770 1783 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.151 0.145 0.073 0.104 Satd. Flow (perm) 281 1744 0 270 1783 0 136 3539 1583 194 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 16 123 181 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 164 249 186 140 288 117 226 1211 135 170 1412 223 Shared Lane Traffic (%) Lane Group Flow (vph) 164 435 0 140 405 0 226 1211 135 170 1412 223 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 10.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 12.0 32.0 13.0 33.0 15.0 60.0 60.0 15.0 60.0 60.0 Total Split (%) 10.0% 26.7% 10.8% 27.5% 12.5% 50.0% 50.0% 12.5% 50.0% 50.0% Maximum Green (s) 6.5 26.5 7.5 27.5 9.5 54.5 54.5 9.5 54.5 54.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 33.0 26.5 35.0 27.5 64.2 54.7 54.7 63.8 54.5 54.5 Actuated g/C Ratio 0.28 0.22 0.29 0.23 0.54 0.46 0.46 0.53 0.45 0.45 v/c Ratio 1.04 1.07 0.81 0.96 1.12 0.75 0.17 0.76 0.88 0.27 Control Delay 119.3 106.0 65.7 80.3 129.9 30.7 4.7 44.4 37.2 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 119.3 106.0 65.7 80.3 129.9 30.7 4.7 44.4 37.2 10.4 LOS F F E F F C A D D B Approach Delay 109.6 76.6 42.7 34.5 Approach LOS F E D C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 52.4 Intersection LOS: D Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 164 435 140 405 226 1211 135 170 1412 223 v/c Ratio 1.04 1.07 0.81 0.96 1.12 0.75 0.17 0.76 0.88 0.27 Control Delay 119.3 106.0 65.7 80.3 129.9 30.7 4.7 44.4 37.2 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 119.3 106.0 65.7 80.3 129.9 30.7 4.7 44.4 37.2 10.4 Queue Length 50th (ft) ~99 ~355 79 302 ~151 400 5 93 350 25 Queue Length 95th (ft) #224 #561 #167 #503 #313 488 41 m#197 485 105 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 140 280 100 270 Base Capacity (vph) 157 407 172 420 201 1613 789 228 1607 817 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.04 1.07 0.81 0.96 1.12 0.75 0.17 0.75 0.88 0.27 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 JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 151 229 171 129 265 108 208 1114 124 156 1299 205 Future Volume (veh/h) 151 229 171 129 265 108 208 1114 124 156 1299 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 164 249 186 140 288 117 226 1211 135 170 1412 223 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 158 220 164 171 290 118 238 1654 738 258 1614 720 Arrive On Green 0.05 0.22 0.22 0.06 0.23 0.23 0.08 0.47 0.47 0.09 0.60 0.60 Sat Flow, veh/h 1781 994 743 1781 1264 514 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 164 0 435 140 0 405 226 1211 135 170 1412 223 Grp Sat Flow(s),veh/h/ln 1781 0 1737 1781 0 1778 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.5 0.0 26.5 7.3 0.0 27.3 8.6 33.2 6.0 6.1 40.0 8.2 Cycle Q Clear(g_c), s 6.5 0.0 26.5 7.3 0.0 27.3 8.6 33.2 6.0 6.1 40.0 8.2 Prop In Lane 1.00 0.43 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 158 0 384 171 0 407 238 1654 738 258 1614 720 V/C Ratio(X) 1.04 0.00 1.13 0.82 0.00 0.99 0.95 0.73 0.18 0.66 0.87 0.31 Avail Cap(c_a), veh/h 158 0 384 171 0 407 238 1654 738 278 1614 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 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 41.9 0.0 46.8 36.4 0.0 46.2 27.8 26.0 18.7 21.8 20.9 14.6 Incr Delay (d2), s/veh 81.5 0.0 87.7 25.6 0.0 42.9 44.3 2.9 0.5 5.1 6.9 1.1 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 5.1 0.0 20.5 4.3 0.0 16.6 5.9 13.3 2.2 2.5 13.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 123.4 0.0 134.5 61.9 0.0 89.1 72.1 28.9 19.3 26.9 27.8 15.7 LnGrp LOS F A F E A F E C B C C B Approach Vol, veh/h 599 545 1572 1805 Approach Delay, s/veh 131.4 82.1 34.3 26.3 Approach LOS F F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.6 61.4 13.0 32.0 15.0 60.0 12.0 33.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 9.5 54.5 7.5 26.5 9.5 54.5 6.5 27.5 Max Q Clear Time (g_c+I1), s 8.1 35.2 9.3 28.5 10.6 42.0 8.5 29.3 Green Ext Time (p_c), s 0.1 8.1 0.0 0.0 0.0 7.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 49.7 HCM 6th LOS D Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 547 628 0 0 0 Future Volume (vph) 0 547 628 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 1863 1863 1863 0 1863 0 Link Speed (mph) 40 40 25 Link Distance (ft) 1287 643 515 Travel Time (s) 21.9 11.0 14.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 595 683 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 595 683 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.4% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Trilby Rd & Mars Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2022 2022 Existing Synchro 11 Light Report Timing Plan: PM Peak Hour Page 14 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 547 628 0 0 0 Future Vol, veh/h 0 547 628 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 595 683 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 683 0 - 0 1278 683 Stage 1 - - - - 683 - Stage 2 - - - - 595 - 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 910 - - - 183 449 Stage 1 - - - - 502 - Stage 2 - - - - 551 - Platoon blocked, % - - - Mov Cap-1 Maneuver 910 - - - 183 449 Mov Cap-2 Maneuver - - - - 183 - Stage 1 - - - - 502 - Stage 2 - - - - 551 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 910 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 96 5 9 46 5 5 5 24 13 5 5 Future Volume (vph) 5 96 5 9 46 5 5 5 24 13 5 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.994 0.990 0.902 0.972 Flt Protected 0.998 0.992 0.993 0.972 Satd. Flow (prot) 0 1848 0 0 1829 0 0 1668 0 0 1760 0 Flt Permitted 0.998 0.992 0.993 0.972 Satd. Flow (perm) 0 1848 0 0 1829 0 0 1668 0 0 1760 0 Link Speed (mph) 30 30 25 25 Link Distance (ft) 1042 642 660 275 Travel Time (s) 23.7 14.6 18.0 7.5 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 Adj. Flow (vph) 5 104 5 10 50 5 5 5 26 14 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 114 0 0 65 0 0 36 0 0 24 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.6% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Mars Dr & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 96 5 9 46 5 5 5 24 13 5 5 Future Vol, veh/h 5 96 5 9 46 5 5 5 24 13 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 104 5 10 50 5 5 5 26 14 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 55 0 0 109 0 0 195 192 107 205 192 53 Stage 1 - - - - - - 117 117 - 73 73 - Stage 2 - - - - - - 78 75 - 132 119 - 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 1550 - - 1481 - - 764 703 947 753 703 1014 Stage 1 - - - - - - 888 799 - 937 834 - Stage 2 - - - - - - 931 833 - 871 797 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1550 - - 1481 - - 749 696 947 722 696 1014 Mov Cap-2 Maneuver - - - - - - 749 696 - 722 696 - Stage 1 - - - - - - 885 797 - 934 828 - Stage 2 - - - - - - 913 827 - 839 795 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.1 9.3 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 867 1550 - - 1481 - - 764 HCM Lane V/C Ratio 0.043 0.004 - - 0.007 - - 0.033 HCM Control Delay (s) 9.3 7.3 0 - 7.4 0 - 9.9 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 83 8 46 28 5 38 18 1515 31 27 942 38 Future Volume (vph) 83 8 46 28 5 38 18 1515 31 27 942 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.955 0.927 0.850 0.850 Flt Protected 0.971 0.981 0.950 0.950 Satd. Flow (prot) 0 1727 0 0 1694 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.815 0.831 0.241 0.087 Satd. Flow (perm) 0 1450 0 0 1435 0 449 3539 1583 162 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 41 97 97 Link Speed (mph) 30 30 55 55 Link Distance (ft) 642 472 2118 498 Travel Time (s) 14.6 10.7 26.3 6.2 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 Adj. Flow (vph) 90 9 50 30 5 41 20 1647 34 29 1024 41 Shared Lane Traffic (%) Lane Group Flow (vph) 0 149 0 0 76 0 20 1647 34 29 1024 41 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 25.0 25.0 25.0 25.0 11.0 54.0 54.0 11.0 54.0 54.0 Total Split (%) 27.8% 27.8% 27.8% 27.8% 12.2% 60.0% 60.0% 12.2% 60.0% 60.0% Maximum Green (s) 19.5 19.5 19.5 19.5 5.5 48.5 48.5 5.5 48.5 48.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 13.1 13.1 63.6 61.3 61.3 63.7 61.3 61.3 Actuated g/C Ratio 0.15 0.15 0.71 0.68 0.68 0.71 0.68 0.68 v/c Ratio 0.64 0.31 0.05 0.68 0.03 0.13 0.42 0.04 Control Delay 41.3 20.7 8.0 14.8 1.5 5.9 8.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.3 20.7 8.0 14.8 1.5 5.9 8.8 0.1 LOS D C A B A A A A Approach Delay 41.3 20.7 14.5 8.4 Approach LOS D C B A Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 36 (40%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 13.8 Intersection LOS: B Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 149 76 20 1647 34 29 1024 41 v/c Ratio 0.64 0.31 0.05 0.68 0.03 0.13 0.42 0.04 Control Delay 41.3 20.7 8.0 14.8 1.5 5.9 8.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.3 20.7 8.0 14.8 1.5 5.9 8.8 0.1 Queue Length 50th (ft) 66 18 4 232 0 4 95 0 Queue Length 95th (ft) 119 53 m7 405 m0 14 242 0 Internal Link Dist (ft) 562 392 2038 418 Turn Bay Length (ft) 220 285 225 230 Base Capacity (vph) 334 343 400 2409 1108 218 2411 1109 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.22 0.05 0.68 0.03 0.13 0.42 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 8 46 28 5 38 18 1515 31 27 942 38 Future Volume (veh/h) 83 8 46 28 5 38 18 1515 31 27 942 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 90 9 50 30 5 41 20 1647 34 29 1024 41 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 170 17 62 111 34 105 409 2385 1064 328 2409 1075 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.04 1.00 1.00 0.03 0.68 0.68 Sat Flow, veh/h 901 147 530 474 292 897 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 149 0 0 76 0 0 20 1647 34 29 1024 41 Grp Sat Flow(s),veh/h/ln 1578 0 0 1663 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 4.4 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.4 11.7 0.8 Cycle Q Clear(g_c), s 8.1 0.0 0.0 3.7 0.0 0.0 0.3 0.0 0.0 0.4 11.7 0.8 Prop In Lane 0.60 0.34 0.39 0.54 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 249 0 0 250 0 0 409 2385 1064 328 2409 1075 V/C Ratio(X) 0.60 0.00 0.00 0.30 0.00 0.00 0.05 0.69 0.03 0.09 0.43 0.04 Avail Cap(c_a), veh/h 394 0 0 399 0 0 479 2385 1064 386 2409 1075 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 0.0 0.0 36.7 0.0 0.0 4.9 0.0 0.0 4.1 6.6 4.8 Incr Delay (d2), s/veh 2.3 0.0 0.0 0.7 0.0 0.0 0.0 1.7 0.1 0.1 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 0.0 1.6 0.0 0.0 0.1 0.6 0.0 0.1 3.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.8 0.0 0.0 37.4 0.0 0.0 4.9 1.7 0.1 4.2 7.1 4.9 LnGrp LOS D A A D A A A A A A A A Approach Vol, veh/h 149 76 1701 1094 Approach Delay, s/veh 40.8 37.4 1.7 6.9 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.1 65.9 16.0 7.5 66.5 16.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 48.5 19.5 5.5 48.5 19.5 Max Q Clear Time (g_c+I1), s 2.4 2.0 10.1 2.3 13.7 5.7 Green Ext Time (p_c), s 0.0 16.8 0.5 0.0 7.5 0.3 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 10 0 1616 973 9 Future Volume (vph) 0 10 0 1616 973 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 25 55 55 Link Distance (ft) 640 516 2118 Travel Time (s) 17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 11 0 1757 1058 10 Shared Lane Traffic (%) Lane Group Flow (vph) 0 11 0 1757 1058 10 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: College Ave & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 10 0 1616 973 9 Future Vol, veh/h 0 10 0 1616 973 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - Free Storage Length - 0 - - - 630 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 11 0 1757 1058 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 529 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 494 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 494 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 12.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 494 - HCM Lane V/C Ratio - 0.022 - HCM Control Delay (s) - 12.5 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0.1 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 243 277 204 133 232 176 146 1187 83 91 838 101 Future Volume (vph) 243 277 204 133 232 176 146 1187 83 91 838 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.507 0.548 0.950 0.950 Satd. Flow (perm) 944 3539 1583 1021 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 222 187 164 164 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 264 301 222 145 252 191 159 1290 90 99 911 110 Shared Lane Traffic (%) Lane Group Flow (vph) 264 301 222 145 252 191 159 1290 90 99 911 110 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 16.0 26.0 26.0 15.0 25.0 25.0 12.0 38.0 38.0 11.0 37.0 37.0 Total Split (%) 17.8% 28.9% 28.9% 16.7% 27.8% 27.8% 13.3% 42.2% 42.2% 12.2% 41.1% 41.1% Maximum Green (s) 10.5 20.5 20.5 9.5 19.5 19.5 6.5 32.5 32.5 5.5 31.5 31.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 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 Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 24.4 13.9 13.9 21.5 12.4 12.4 8.9 39.8 39.8 7.5 36.2 36.2 Actuated g/C Ratio 0.27 0.15 0.15 0.24 0.14 0.14 0.10 0.44 0.44 0.08 0.40 0.40 v/c Ratio 0.75 0.55 0.52 0.46 0.52 0.50 0.47 0.82 0.11 0.34 0.64 0.15 Control Delay 39.5 38.8 9.2 27.3 39.2 10.5 42.9 30.0 0.4 36.2 33.3 11.0 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 39.5 38.8 9.2 27.3 39.2 10.5 42.9 30.0 0.4 36.2 33.3 11.0 LOS D D A C D B D C A D C B Approach Delay 30.7 27.0 29.6 31.4 Approach LOS C C C C Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 37 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 264 301 222 145 252 191 159 1290 90 99 911 110 v/c Ratio 0.75 0.55 0.52 0.46 0.52 0.50 0.47 0.82 0.11 0.34 0.64 0.15 Control Delay 39.5 38.8 9.2 27.3 39.2 10.5 42.9 30.0 0.4 36.2 33.3 11.0 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 39.5 38.8 9.2 27.3 39.2 10.5 42.9 30.0 0.4 36.2 33.3 11.0 Queue Length 50th (ft) 121 85 0 62 71 2 44 344 0 27 171 0 Queue Length 95th (ft) 177 119 58 100 102 58 75 #540 2 55 360 57 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 300 250 200 280 200 270 Base Capacity (vph) 351 806 532 327 766 489 340 1565 791 287 1421 734 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.37 0.42 0.44 0.33 0.39 0.47 0.82 0.11 0.34 0.64 0.15 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 277 204 133 232 176 146 1187 83 91 838 101 Future Volume (veh/h) 243 277 204 133 232 176 146 1187 83 91 838 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 264 301 0 145 252 0 159 1290 0 99 911 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 326 453 293 363 229 1726 176 1672 Arrive On Green 0.12 0.13 0.00 0.09 0.10 0.00 0.07 0.49 0.00 0.05 0.47 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 264 301 0 145 252 0 159 1290 0 99 911 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 10.5 7.3 0.0 6.4 6.2 0.0 4.1 26.4 0.0 2.5 16.4 0.0 Cycle Q Clear(g_c), s 10.5 7.3 0.0 6.4 6.2 0.0 4.1 26.4 0.0 2.5 16.4 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 326 453 293 363 229 1726 176 1672 V/C Ratio(X) 0.81 0.66 0.49 0.69 0.69 0.75 0.56 0.54 Avail Cap(c_a), veh/h 326 809 318 770 250 1726 211 1672 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.4 37.4 0.0 32.0 39.0 0.0 41.1 18.7 0.0 41.7 17.0 0.0 Incr Delay (d2), s/veh 14.2 1.7 0.0 1.3 2.4 0.0 7.3 3.0 0.0 2.8 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 3.1 0.0 2.8 2.7 0.0 1.8 9.7 0.0 1.1 5.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.6 39.1 0.0 33.3 41.4 0.0 48.5 21.7 0.0 44.5 18.3 0.0 LnGrp LOS D D C D D C D B Approach Vol, veh/h 565 397 1449 1010 Approach Delay, s/veh 43.1 38.4 24.6 20.8 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 49.2 13.7 17.0 11.5 47.8 16.0 14.7 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 32.5 9.5 20.5 6.5 31.5 10.5 19.5 Max Q Clear Time (g_c+I1), s 4.5 28.4 8.4 9.3 6.1 18.4 12.5 8.2 Green Ext Time (p_c), s 0.0 2.7 0.0 1.3 0.0 4.5 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 28.2 HCM 6th LOS C Notes Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 672 455 0 0 0 Future Volume (vph) 0 672 455 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 1863 1863 1863 0 1863 0 Link Speed (mph) 40 40 25 Link Distance (ft) 1287 643 515 Travel Time (s) 21.9 11.0 14.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 730 495 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 730 495 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Trilby Rd & Mars Dr 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 14 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 672 455 0 0 0 Future Vol, veh/h 0 672 455 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 730 495 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 495 0 - 0 1225 495 Stage 1 - - - - 495 - Stage 2 - - - - 730 - 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 1069 - - - 198 575 Stage 1 - - - - 613 - Stage 2 - - - - 477 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1069 - - - 198 575 Mov Cap-2 Maneuver - - - - 198 - Stage 1 - - - - 613 - Stage 2 - - - - 477 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1069 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt Flt Protected Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Flt Permitted Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 349 640 515 1458 Travel Time (s) 9.5 17.5 14.0 39.8 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 Adj. Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 6: Mars Dr & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 16 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 75 5 28 57 7 5 5 19 5 5 5 Future Volume (vph) 5 75 5 28 57 7 5 5 19 5 5 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.993 0.989 0.909 0.955 Flt Protected 0.997 0.985 0.992 0.984 Satd. Flow (prot) 0 1844 0 0 1815 0 0 1680 0 0 1750 0 Flt Permitted 0.997 0.985 0.992 0.984 Satd. Flow (perm) 0 1844 0 0 1815 0 0 1680 0 0 1750 0 Link Speed (mph) 30 30 25 25 Link Distance (ft) 1042 642 660 275 Travel Time (s) 23.7 14.6 18.0 7.5 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 Adj. Flow (vph) 5 82 5 30 62 8 5 5 21 5 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 92 0 0 100 0 0 31 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.6% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Mars Dr & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 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 75 5 28 57 7 5 5 19 5 5 5 Future Vol, veh/h 5 75 5 28 57 7 5 5 19 5 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 82 5 30 62 8 5 5 21 5 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 70 0 0 87 0 0 226 225 85 234 223 66 Stage 1 - - - - - - 95 95 - 126 126 - Stage 2 - - - - - - 131 130 - 108 97 - 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 1531 - - 1509 - - 729 674 974 721 676 998 Stage 1 - - - - - - 912 816 - 878 792 - Stage 2 - - - - - - 873 789 - 897 815 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1531 - - 1509 - - 707 658 974 689 660 998 Mov Cap-2 Maneuver - - - - - - 707 658 - 689 660 - Stage 1 - - - - - - 909 814 - 875 775 - Stage 2 - - - - - - 844 772 - 870 813 - Approach EB WB NB SB HCM Control Delay, s 0.4 2.3 9.4 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 848 1531 - - 1509 - - 756 HCM Lane V/C Ratio 0.037 0.004 - - 0.02 - - 0.022 HCM Control Delay (s) 9.4 7.4 0 - 7.4 0 - 9.9 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 61 8 42 35 11 49 45 1367 14 29 1710 56 Future Volume (vph) 61 8 42 35 11 49 45 1367 14 29 1710 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.949 0.931 0.850 0.850 Flt Protected 0.973 0.982 0.950 0.950 Satd. Flow (prot) 0 1720 0 0 1703 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.783 0.832 0.068 0.120 Satd. Flow (perm) 0 1384 0 0 1443 0 127 3539 1583 224 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 31 53 97 97 Link Speed (mph) 30 30 55 55 Link Distance (ft) 642 472 2118 498 Travel Time (s) 14.6 10.7 26.3 6.2 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 Adj. Flow (vph) 66 9 46 38 12 53 49 1486 15 32 1859 61 Shared Lane Traffic (%) Lane Group Flow (vph) 0 121 0 0 103 0 49 1486 15 32 1859 61 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 23.5 23.5 23.5 23.5 10.5 56.0 56.0 10.5 56.0 56.0 Total Split (%) 26.1% 26.1% 26.1% 26.1% 11.7% 62.2% 62.2% 11.7% 62.2% 62.2% Maximum Green (s) 18.0 18.0 18.0 18.0 5.0 50.5 50.5 5.0 50.5 50.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 11.2 11.2 64.6 60.9 60.9 64.4 60.8 60.8 Actuated g/C Ratio 0.12 0.12 0.72 0.68 0.68 0.72 0.68 0.68 v/c Ratio 0.61 0.46 0.24 0.62 0.01 0.12 0.78 0.06 Control Delay 39.7 25.3 12.1 15.3 0.0 4.9 15.8 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.7 25.3 12.1 15.3 0.0 4.9 15.8 0.9 LOS D C B B A A B A Approach Delay 39.7 25.3 15.0 15.2 Approach LOS D C B B Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 34 (38%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 16.2 Intersection LOS: B Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 121 103 49 1486 15 32 1859 61 v/c Ratio 0.61 0.46 0.24 0.62 0.01 0.12 0.78 0.06 Control Delay 39.7 25.3 12.1 15.3 0.0 4.9 15.8 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.7 25.3 12.1 15.3 0.0 4.9 15.8 0.9 Queue Length 50th (ft) 49 26 11 256 0 4 398 0 Queue Length 95th (ft) 98 70 m21 368 m0 13 #682 7 Internal Link Dist (ft) 562 392 2038 418 Turn Bay Length (ft) 220 285 225 230 Base Capacity (vph) 301 331 200 2393 1101 261 2389 1100 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.31 0.24 0.62 0.01 0.12 0.78 0.06 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 JR Engineering 2: College Ave & Skyway Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 8 42 35 11 49 45 1367 14 29 1710 56 Future Volume (veh/h) 61 8 42 35 11 49 45 1367 14 29 1710 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 66 9 46 38 12 53 49 1486 15 32 1859 61 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 140 19 59 102 32 84 227 2449 1093 372 2419 1079 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.08 1.00 1.00 0.03 0.68 0.68 Sat Flow, veh/h 803 194 611 493 326 868 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 121 0 0 103 0 0 49 1486 15 32 1859 61 Grp Sat Flow(s),veh/h/ln 1608 0 0 1687 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 1.3 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.5 31.5 1.2 Cycle Q Clear(g_c), s 6.4 0.0 0.0 5.1 0.0 0.0 0.7 0.0 0.0 0.5 31.5 1.2 Prop In Lane 0.55 0.38 0.37 0.51 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 218 0 0 218 0 0 227 2449 1093 372 2419 1079 V/C Ratio(X) 0.56 0.00 0.00 0.47 0.00 0.00 0.22 0.61 0.01 0.09 0.77 0.06 Avail Cap(c_a), veh/h 368 0 0 374 0 0 256 2449 1093 417 2419 1079 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 0.0 0.0 39.0 0.0 0.0 10.1 0.0 0.0 3.8 9.6 4.8 Incr Delay (d2), s/veh 2.2 0.0 0.0 1.6 0.0 0.0 0.5 1.1 0.0 0.1 2.4 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 2.7 0.0 0.0 2.3 0.0 0.0 0.3 0.4 0.0 0.1 8.6 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.7 0.0 0.0 40.6 0.0 0.0 10.6 1.1 0.0 3.9 12.0 4.9 LnGrp LOS D A A D A A B A A A B A Approach Vol, veh/h 121 103 1550 1952 Approach Delay, s/veh 41.7 40.6 1.4 11.7 Approach LOS D D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 67.5 14.2 9.0 66.8 14.2 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 50.5 18.0 5.0 50.5 18.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 8.4 2.7 33.5 7.1 Green Ext Time (p_c), s 0.0 14.0 0.4 0.0 11.7 0.3 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 11 0 1429 1707 5 Future Volume (vph) 0 11 0 1429 1707 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 25 55 55 Link Distance (ft) 640 516 2118 Travel Time (s) 17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 12 0 1553 1855 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 12 0 1553 1855 5 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: College Ave & Local Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 11 0 1429 1707 5 Future Vol, veh/h 0 11 0 1429 1707 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - Free Storage Length - 0 - - - 630 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 12 0 1553 1855 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 928 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 270 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 270 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 19 0 0 HCM LOS C Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 270 - HCM Lane V/C Ratio - 0.044 - HCM Control Delay (s) - 19 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0.1 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 154 244 177 151 276 132 214 1156 140 195 1347 209 Future Volume (vph) 154 244 177 151 276 132 214 1156 140 195 1347 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.487 0.545 0.950 0.950 Satd. Flow (perm) 907 3539 1583 1015 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 192 164 164 220 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 167 265 192 164 300 143 233 1257 152 212 1464 227 Shared Lane Traffic (%) Lane Group Flow (vph) 167 265 192 164 300 143 233 1257 152 212 1464 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 10.5 22.0 22.0 10.5 22.0 22.0 15.0 42.5 42.5 15.0 42.5 42.5 Total Split (%) 11.7% 24.4% 24.4% 11.7% 24.4% 24.4% 16.7% 47.2% 47.2% 16.7% 47.2% 47.2% Maximum Green (s) 5.0 16.5 16.5 5.0 16.5 16.5 9.5 37.0 37.0 9.5 37.0 37.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 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 Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 18.1 13.1 13.1 18.1 13.1 13.1 10.0 40.2 40.2 9.7 39.9 39.9 Actuated g/C Ratio 0.20 0.15 0.15 0.20 0.15 0.15 0.11 0.45 0.45 0.11 0.44 0.44 v/c Ratio 0.73 0.52 0.49 0.67 0.58 0.39 0.61 0.80 0.19 0.57 0.93 0.28 Control Delay 47.8 38.7 9.6 42.7 40.3 7.2 45.6 26.9 3.1 33.2 39.1 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.8 38.7 9.6 42.7 40.3 7.2 45.6 26.9 3.1 33.2 39.1 11.1 LOS D D A D D A D C A C D B Approach Delay 32.2 33.2 27.4 35.1 Approach LOS C C C D Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 37 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 31.8 Intersection LOS: C Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 167 265 192 164 300 143 233 1257 152 212 1464 227 v/c Ratio 0.73 0.52 0.49 0.67 0.58 0.39 0.61 0.80 0.19 0.57 0.93 0.28 Control Delay 47.8 38.7 9.6 42.7 40.3 7.2 45.6 26.9 3.1 33.2 39.1 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.8 38.7 9.6 42.7 40.3 7.2 45.6 26.9 3.1 33.2 39.1 11.1 Queue Length 50th (ft) 78 74 0 76 85 0 64 318 0 60 354 33 Queue Length 95th (ft) #131 108 55 125 121 38 105 #433 31 m81 #583 m85 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 300 250 200 280 200 270 Base Capacity (vph) 230 648 447 245 648 424 390 1581 798 382 1570 824 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.41 0.43 0.67 0.46 0.34 0.60 0.80 0.19 0.55 0.93 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 244 177 151 276 132 214 1156 140 195 1347 209 Future Volume (veh/h) 154 244 177 151 276 132 214 1156 140 195 1347 209 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 167 265 0 164 300 0 233 1257 0 212 1464 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 214 407 227 407 308 1785 288 1764 Arrive On Green 0.06 0.11 0.00 0.06 0.11 0.00 0.09 0.50 0.00 0.08 0.50 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 167 265 0 164 300 0 233 1257 0 212 1464 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.0 6.4 0.0 5.0 7.3 0.0 5.9 24.5 0.0 5.4 31.8 0.0 Cycle Q Clear(g_c), s 5.0 6.4 0.0 5.0 7.3 0.0 5.9 24.5 0.0 5.4 31.8 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 214 407 227 407 308 1785 288 1764 V/C Ratio(X) 0.78 0.65 0.72 0.74 0.76 0.70 0.74 0.83 Avail Cap(c_a), veh/h 214 652 227 652 365 1785 365 1764 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.1 38.1 0.0 36.7 38.5 0.0 40.0 17.2 0.0 40.3 19.4 0.0 Incr Delay (d2), s/veh 16.6 1.8 0.0 10.7 2.6 0.0 7.4 2.4 0.0 5.8 4.7 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 2.1 2.8 0.0 1.7 3.2 0.0 2.7 8.8 0.0 2.4 11.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.7 39.9 0.0 47.4 41.2 0.0 47.4 19.6 0.0 46.0 24.1 0.0 LnGrp LOS D D D D D B D C Approach Vol, veh/h 432 A 464 A 1490 A 1676 A Approach Delay, s/veh 45.2 43.4 24.0 26.9 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 50.7 10.5 15.8 13.5 50.2 10.5 15.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 9.5 37.0 5.0 16.5 9.5 37.0 5.0 16.5 Max Q Clear Time (g_c+I1), s 7.4 26.5 7.0 8.4 7.9 33.8 7.0 9.3 Green Ext Time (p_c), s 0.1 5.6 0.0 0.9 0.1 2.4 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 29.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 571 649 0 0 0 Future Volume (vph) 0 571 649 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 1863 1863 0 1863 0 Flt Permitted Satd. Flow (perm) 1863 1863 1863 0 1863 0 Link Speed (mph) 40 40 25 Link Distance (ft) 1287 643 515 Travel Time (s) 21.9 11.0 14.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 621 705 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 621 705 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Trilby Rd & Mars Dr 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 14 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 571 649 0 0 0 Future Vol, veh/h 0 571 649 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 621 705 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 705 0 - 0 1326 705 Stage 1 - - - - 705 - Stage 2 - - - - 621 - 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 893 - - - 172 436 Stage 1 - - - - 490 - Stage 2 - - - - 536 - Platoon blocked, % - - - Mov Cap-1 Maneuver 893 - - - 172 436 Mov Cap-2 Maneuver - - - - 172 - Stage 1 - - - - 490 - Stage 2 - - - - 536 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 893 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt Flt Protected Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Flt Permitted Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 349 640 515 1458 Travel Time (s) 9.5 17.5 14.0 39.8 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 Adj. Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 6: Mars Dr & Local Rd 05/27/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 16 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 96 1 25 46 4 1 1 85 13 1 1 Future Volume (vph)1 96 1 25 46 4 1 1 85 13 1 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.999 0.993 0.868 0.992 Flt Protected 0.984 0.999 0.958 Satd. Flow (prot)0 1861 0 0 1820 0 0 1615 0 0 1770 0 Flt Permitted 0.984 0.999 0.958 Satd. Flow (perm)0 1861 0 0 1820 0 0 1615 0 0 1770 0 Link Speed (mph)30 30 25 25 Link Distance (ft)1042 642 660 275 Travel Time (s)23.7 14.6 18.0 7.5 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 Adj. Flow (vph)1 104 1 27 50 4 1 1 92 14 1 1 Shared Lane Traffic (%) Lane Group Flow (vph)0 106 0 0 81 0 0 94 0 0 16 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 24.9%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 96 1 25 46 4 1 1 85 13 1 1 Future Vol, veh/h 1 96 1 25 46 4 1 1 85 13 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 104 1 27 50 4 1 1 92 14 1 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 54 0 0 105 0 0 212 216 105 214 214 52 Stage 1 ------107 107 -107 107 - Stage 2 ------105 109 -107 108 - 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 1551 --1486 --745 682 950 743 683 1015 Stage 1 ------898 807 -899 807 - Stage 2 ------901 805 -898 806 - Platoon blocked, %---- Mov Cap-1 Maneuver 1551 --1486 --728 669 950 657 670 1015 Mov Cap-2 Maneuver ------728 669 -657 670 - Stage 1 ------898 806 -882 792 - Stage 2 ------882 790 -809 806 - Approach EB WB NB SB HCM Control Delay, s/v 0.07 2.49 9.25 10.48 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)942 18 --591 --673 HCM Lane V/C Ratio 0.1 0.001 --0.018 --0.024 HCM Control Delay (s/veh)9.2 7.3 0 -7.5 0 -10.5 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.3 0 --0.1 --0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)135 18 46 29 4 38 18 1515 31 27 949 51 Future Volume (vph)135 18 46 29 4 38 18 1515 31 27 949 51 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.969 0.928 0.850 0.850 Flt Protected 0.967 0.980 0.950 0.950 Satd. Flow (prot)0 1745 0 0 1694 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.790 0.831 0.229 0.076 Satd. Flow (perm)0 1426 0 0 1436 0 427 3539 1583 142 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)15 41 97 97 Link Speed (mph)30 30 55 55 Link Distance (ft)642 472 2118 498 Travel Time (s)14.6 10.7 26.3 6.2 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 Adj. Flow (vph)147 20 50 32 4 41 20 1647 34 29 1032 55 Shared Lane Traffic (%) Lane Group Flow (vph)0 217 0 0 77 0 20 1647 34 29 1032 55 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)24.0 24.0 24.0 24.0 10.5 55.5 55.5 10.5 55.5 55.5 Total Split (%)26.7%26.7%26.7%26.7%11.7%61.7%61.7%11.7%61.7%61.7% Maximum Green (s)18.5 18.5 18.5 18.5 5.0 50.0 50.0 5.0 50.0 50.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)16.4 16.4 60.4 58.4 58.4 60.4 58.4 58.4 Actuated g/C Ratio 0.18 0.18 0.67 0.65 0.65 0.67 0.65 0.65 v/c Ratio 0.79 0.26 0.05 0.71 0.03 0.15 0.44 0.05 Control Delay (s/veh)54.0 18.9 2.4 15.9 0.8 6.8 9.8 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)54.0 18.9 2.4 15.9 0.8 6.8 9.8 0.6 LOS D B A B A A A A Approach Delay (s/veh)54.1 19.0 15.5 9.3 Approach LOS D B B A Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay (s/veh): 16.1 Intersection LOS: B Intersection Capacity Utilization 68.9%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)217 77 20 1647 34 29 1032 55 v/c Ratio 0.79 0.26 0.05 0.71 0.03 0.15 0.44 0.05 Control Delay (s/veh)54.0 18.9 2.4 15.9 0.8 6.8 9.8 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)54.0 18.9 2.4 15.9 0.8 6.8 9.8 0.6 Queue Length 50th (ft)108 17 2 432 0 5 125 0 Queue Length 95th (ft)#209 54 m2 540 m0 13 233 5 Internal Link Dist (ft)562 392 2038 418 Turn Bay Length (ft)220 285 225 230 Base Capacity (vph)305 327 363 2294 1060 189 2294 1060 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.24 0.06 0.72 0.03 0.15 0.45 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)135 18 46 29 4 38 18 1515 31 27 949 51 Future Volume (veh/h)135 18 46 29 4 38 18 1515 31 27 949 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 147 20 50 32 4 41 20 1647 34 29 1032 55 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 235 24 58 143 35 139 369 2221 991 200 2245 1001 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.01 0.42 0.42 0.03 0.63 0.63 Sat Flow, veh/h 1032 149 353 532 217 853 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 217 0 0 77 0 0 20 1647 34 29 1032 55 Grp Sat Flow(s),veh/h/ln 1534 0 0 1602 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.6 0.0 0.0 0.0 0.0 0.0 0.4 35.2 1.1 0.5 13.6 1.2 Cycle Q Clear(g_c), s 12.2 0.0 0.0 3.6 0.0 0.0 0.4 35.2 1.1 0.5 13.6 1.2 Prop In Lane 0.68 0.23 0.42 0.53 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 317 0 0 318 0 0 369 2221 991 200 2245 1001 V/C Ratio(X)0.68 0.00 0.00 0.24 0.00 0.00 0.05 0.74 0.03 0.15 0.46 0.05 Avail Cap(c_a), veh/h 379 0 0 381 0 0 429 2221 991 248 2245 1001 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.4 0.0 0.0 33.0 0.0 0.0 6.7 20.0 10.1 13.1 8.6 6.3 Incr Delay (d2), s/veh 4.0 0.0 0.0 0.4 0.0 0.0 0.1 2.3 0.1 0.3 0.7 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 4.9 0.0 0.0 1.5 0.0 0.0 0.1 14.9 0.3 0.2 4.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.3 0.0 0.0 33.4 0.0 0.0 6.8 22.3 10.2 13.4 9.3 6.4 LnGrp LOS D C A C B B A A Approach Vol, veh/h 217 77 1701 1116 Approach Delay, s/veh 40.3 33.4 21.9 9.2 Approach LOS D C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.1 61.7 20.2 7.5 62.4 20.2 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 50.0 18.5 5.0 50.0 18.5 Max Q Clear Time (g_c+I1), s 2.5 37.2 14.2 2.4 15.6 5.6 Green Ext Time (p_c), s 0.0 8.4 0.4 0.0 7.6 0.2 Intersection Summary HCM 7th Control Delay, s/veh 18.9 HCM 7th LOS B Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 18 0 1616 973 17 Future Volume (vph)0 18 0 1616 973 17 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot)0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm)0 1611 0 3539 3539 1583 Link Speed (mph)25 55 55 Link Distance (ft)640 516 2118 Travel Time (s)17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 20 0 1757 1058 18 Shared Lane Traffic (%) Lane Group Flow (vph)0 20 0 1757 1058 18 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 24 24 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 48.0%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 18 0 1616 973 17 Future Vol, veh/h 0 18 0 1616 973 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -Stop -None -Free Storage Length -0 ---630 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 20 0 1757 1058 18 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -529 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 494 0 --0 Stage 1 0 -0 --0 Stage 2 0 -0 --0 Platoon blocked, %-- Mov Cap-1 Maneuver -494 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v12.58 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h)-494 - HCM Lane V/C Ratio -0.04 - HCM Control Delay (s/veh)-12.6 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-0.1 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)243 292 217 133 238 176 154 1187 83 92 846 101 Future Volume (vph)243 292 217 133 238 176 154 1187 83 92 846 101 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.533 0.490 0.950 0.950 Satd. Flow (perm)993 3539 1583 913 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)207 164 164 164 Link Speed (mph)40 40 55 55 Link Distance (ft)643 435 456 516 Travel Time (s)11.0 7.4 5.7 6.4 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 Adj. Flow (vph)264 317 236 145 259 191 167 1290 90 100 920 110 Shared Lane Traffic (%) Lane Group Flow (vph)264 317 236 145 259 191 167 1290 90 100 920 110 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)13.0 24.1 24.1 12.4 23.5 23.5 12.2 43.0 43.0 10.5 41.3 41.3 Total Split (%)14.4%26.8%26.8%13.8%26.1%26.1%13.6%47.8%47.8%11.7%45.9%45.9% Maximum Green (s)7.5 18.6 18.6 6.9 18.0 18.0 6.7 37.5 37.5 5.0 35.8 35.8 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)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 Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)21.5 14.0 14.0 20.3 13.4 13.4 8.4 42.6 42.6 6.8 38.7 38.7 Actuated g/C Ratio 0.24 0.16 0.16 0.23 0.15 0.15 0.09 0.47 0.47 0.08 0.43 0.43 v/c Ratio 0.87 0.57 0.56 0.53 0.49 0.51 0.52 0.77 0.10 0.38 0.60 0.14 Control Delay (s/veh)57.8 39.1 12.5 32.1 37.8 13.0 45.4 25.3 0.3 57.6 15.4 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 (s/veh)57.8 39.1 12.5 32.1 37.8 13.0 45.4 25.3 0.3 57.6 15.4 1.0 LOS E D B C D B D C A E B A Approach Delay (s/veh)37.5 28.5 26.1 17.8 Approach LOS D C C B Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 37.6 (42%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay (s/veh): 26.4 Intersection LOS: C Intersection Capacity Utilization 75.4%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)264 317 236 145 259 191 167 1290 90 100 920 110 v/c Ratio 0.87 0.57 0.56 0.53 0.49 0.51 0.52 0.77 0.10 0.38 0.60 0.14 Control Delay (s/veh)57.8 39.1 12.5 32.1 37.8 13.0 45.4 25.3 0.3 57.6 15.4 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 (s/veh)57.8 39.1 12.5 32.1 37.8 13.0 45.4 25.3 0.3 57.6 15.4 1.0 Queue Length 50th (ft)124 88 14 63 72 13 46 334 0 24 220 8 Queue Length 95th (ft)#212 124 76 104 103 70 #87 #454 2 m58 257 m0 Internal Link Dist (ft)563 355 376 436 Turn Bay Length (ft)275 300 250 200 280 200 270 Base Capacity (vph)301 731 491 271 707 447 321 1675 835 260 1522 774 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.43 0.48 0.54 0.37 0.43 0.52 0.77 0.11 0.38 0.60 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)243 292 217 133 238 176 154 1187 83 92 846 101 Future Volume (veh/h)243 292 217 133 238 176 154 1187 83 92 846 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 264 317 0 145 259 0 167 1290 0 100 920 0 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 279 431 254 408 237 1800 176 1737 Arrive On Green 0.08 0.12 0.00 0.08 0.11 0.00 0.07 0.51 0.00 0.10 0.98 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 264 317 0 145 259 0 167 1290 0 100 920 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 7.5 7.7 0.0 6.4 6.3 0.0 4.3 25.3 0.0 2.5 1.1 0.0 Cycle Q Clear(g_c), s 7.5 7.7 0.0 6.4 6.3 0.0 4.3 25.3 0.0 2.5 1.1 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 279 431 254 408 237 1800 176 1737 V/C Ratio(X)0.95 0.73 0.57 0.64 0.70 0.72 0.57 0.53 Avail Cap(c_a), veh/h 279 734 254 711 257 1800 192 1737 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.7 38.1 0.0 32.4 38.0 0.0 41.0 17.2 0.0 39.5 0.5 0.0 Incr Delay (d2), s/veh 39.5 2.4 0.0 3.0 1.6 0.0 7.7 2.5 0.0 3.3 1.2 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 5.1 3.4 0.0 2.9 2.7 0.0 1.9 9.1 0.0 1.0 0.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 76.2 40.6 0.0 35.4 39.7 0.0 48.7 19.7 0.0 42.7 1.7 0.0 LnGrp LOS E D D D D B D A Approach Vol, veh/h 581 404 1457 1020 Approach Delay, s/veh 56.7 38.1 23.0 5.7 Approach LOS E D C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 51.1 12.4 16.4 11.7 49.5 13.0 15.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 37.5 6.9 18.6 6.7 35.8 7.5 18.0 Max Q Clear Time (g_c+I1), s 4.5 27.3 8.4 9.7 6.3 3.1 9.5 8.3 Green Ext Time (p_c), s 0.0 5.6 0.0 1.2 0.0 6.3 0.0 1.0 Intersection Summary HCM 7th Control Delay, s/veh 25.3 HCM 7th LOS C Notes Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)2 672 455 14 28 5 Future Volume (vph)2 672 455 14 28 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.981 Flt Protected 0.950 0.959 Satd. Flow (prot)1770 1863 1855 0 1752 0 Flt Permitted 0.950 0.959 Satd. Flow (perm)1770 1863 1855 0 1752 0 Link Speed (mph)40 40 25 Link Distance (ft)1287 643 515 Travel Time (s)21.9 11.0 14.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)2 730 495 15 30 5 Shared Lane Traffic (%) Lane Group Flow (vph)2 730 510 0 35 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 45.4%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 14 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 672 455 14 28 5 Future Vol, veh/h 2 672 455 14 28 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length 150 ---0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 2 730 495 15 30 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 510 0 -0 1237 502 Stage 1 ----502 - Stage 2 ----735 - 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 1055 ---194 569 Stage 1 ----608 - Stage 2 ----474 - Platoon blocked, %--- Mov Cap-1 Maneuver 1055 ---194 569 Mov Cap-2 Maneuver ----194 - Stage 1 ----607 - Stage 2 ----474 - Approach EB WB SB HCM Control Delay, s/v 0.02 0 25.03 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1055 ---215 HCM Lane V/C Ratio 0.002 ---0.167 HCM Control Delay (s/veh)8.4 ---25 HCM Lane LOS A ---D HCM 95th %tile Q(veh)0 ---0.6 Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 7 9 4 1 3 5 16 3 1 17 1 Future Volume (vph)1 7 9 4 1 3 5 16 3 1 17 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.929 0.949 0.984 0.993 Flt Protected 0.997 0.976 0.990 0.998 Satd. Flow (prot)0 1725 0 0 1725 0 0 1815 0 0 1846 0 Flt Permitted 0.997 0.976 0.990 0.998 Satd. Flow (perm)0 1725 0 0 1725 0 0 1815 0 0 1846 0 Link Speed (mph)25 25 25 25 Link Distance (ft)349 640 515 1458 Travel Time (s)9.5 17.5 14.0 39.8 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 Adj. Flow (vph)1 8 10 4 1 3 5 17 3 1 18 1 Shared Lane Traffic (%) Lane Group Flow (vph)0 19 0 0 8 0 0 25 0 0 20 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: AM Peak Hour Page 16 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 7 9 4 1 3 5 16 3 1 17 1 Future Vol, veh/h 1 7 9 4 1 3 5 16 3 1 17 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 8 10 4 1 3 5 17 3 1 18 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 50 53 19 54 52 19 20 0 0 21 0 0 Stage 1 21 21 -30 30 ------- Stage 2 29 32 -24 22 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 950 839 1059 944 840 1059 1597 --1595 -- Stage 1 997 878 -987 870 ------- Stage 2 988 869 -993 877 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 942 835 1059 923 836 1059 1597 --1595 -- Mov Cap-2 Maneuver 942 835 -923 836 ------- Stage 1 997 877 -983 867 ------- Stage 2 981 866 -975 877 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.87 8.8 1.51 0.38 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)364 --948 957 94 -- HCM Lane V/C Ratio 0.003 --0.02 0.009 0.001 -- HCM Control Delay (s/veh)7.3 0 -8.9 8.8 7.3 0 - HCM Lane LOS A A -A A A A - HCM 95th %tile Q(veh)0 --0.1 0 0 -- Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)2 75 2 76 57 7 1 1 66 4 1 2 Future Volume (vph)2 75 2 76 57 7 1 1 66 4 1 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.997 0.993 0.869 0.961 Flt Protected 0.999 0.974 0.999 0.972 Satd. Flow (prot)0 1855 0 0 1802 0 0 1617 0 0 1740 0 Flt Permitted 0.999 0.974 0.999 0.972 Satd. Flow (perm)0 1855 0 0 1802 0 0 1617 0 0 1740 0 Link Speed (mph)30 30 25 25 Link Distance (ft)1042 642 660 275 Travel Time (s)23.7 14.6 18.0 7.5 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 Adj. Flow (vph)2 82 2 83 62 8 1 1 72 4 1 2 Shared Lane Traffic (%) Lane Group Flow (vph)0 86 0 0 153 0 0 74 0 0 7 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 25.1%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 75 2 76 57 7 1 1 66 4 1 2 Future Vol, veh/h 2 75 2 76 57 7 1 1 66 4 1 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 82 2 83 62 8 1 1 72 4 1 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 70 0 0 84 0 0 315 322 83 317 319 66 Stage 1 ------87 87 -231 231 - Stage 2 ------228 235 -86 88 - 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 1531 --1513 --638 595 977 635 598 998 Stage 1 ------921 823 -772 713 - Stage 2 ------775 711 -921 822 - Platoon blocked, %---- Mov Cap-1 Maneuver 1531 --1513 --598 561 977 553 563 998 Mov Cap-2 Maneuver ------598 561 -553 563 - Stage 1 ------919 822 -728 673 - Stage 2 ------728 670 -851 821 - Approach EB WB NB SB HCM Control Delay, s/v 0.19 4.08 9.07 10.73 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)958 45 --956 --636 HCM Lane V/C Ratio 0.077 0.001 --0.055 --0.012 HCM Control Delay (s/veh)9.1 7.4 0 -7.5 0 -10.7 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.3 0 --0.2 --0 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)100 15 42 37 18 49 45 1367 14 29 1728 97 Future Volume (vph)100 15 42 37 18 49 45 1367 14 29 1728 97 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.964 0.937 0.850 0.850 Flt Protected 0.969 0.983 0.950 0.950 Satd. Flow (prot)0 1740 0 0 1716 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.742 0.837 0.072 0.110 Satd. Flow (perm)0 1332 0 0 1461 0 134 3539 1583 205 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)18 44 97 99 Link Speed (mph)30 30 55 55 Link Distance (ft)642 472 2118 498 Travel Time (s)14.6 10.7 26.3 6.2 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 Adj. Flow (vph)109 16 46 40 20 53 49 1486 15 32 1878 105 Shared Lane Traffic (%) Lane Group Flow (vph)0 171 0 0 113 0 49 1486 15 32 1878 105 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)23.5 23.5 23.5 23.5 10.5 56.0 56.0 10.5 56.0 56.0 Total Split (%)26.1%26.1%26.1%26.1%11.7%62.2%62.2%11.7%62.2%62.2% Maximum Green (s)18.0 18.0 18.0 18.0 5.0 50.5 50.5 5.0 50.5 50.5 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)14.5 14.5 61.2 58.0 58.0 61.1 57.9 57.9 Actuated g/C Ratio 0.16 0.16 0.68 0.64 0.64 0.68 0.64 0.64 v/c Ratio 0.74 0.41 0.25 0.65 0.01 0.13 0.82 0.09 Control Delay (s/veh)51.1 25.1 13.3 16.4 0.0 6.0 18.8 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)51.1 25.1 13.3 16.4 0.0 6.0 18.8 2.5 LOS D C B B A A B A Approach Delay (s/veh)51.1 25.2 16.1 17.8 Approach LOS D C B B Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 34 (38%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay (s/veh): 18.8 Intersection LOS: B Intersection Capacity Utilization 72.4%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)171 113 49 1486 15 32 1878 105 v/c Ratio 0.74 0.41 0.25 0.65 0.01 0.13 0.82 0.09 Control Delay (s/veh)51.1 25.1 13.3 16.4 0.0 6.0 18.8 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)51.1 25.1 13.3 16.4 0.0 6.0 18.8 2.5 Queue Length 50th (ft)83 35 13 272 0 5 471 1 Queue Length 95th (ft)148 82 m20 358 m0 14 #693 23 Internal Link Dist (ft)562 392 2038 418 Turn Bay Length (ft)220 285 225 230 Base Capacity (vph)280 327 191 2279 1054 233 2277 1054 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.35 0.26 0.65 0.01 0.14 0.82 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)100 15 42 37 18 49 45 1367 14 29 1728 97 Future Volume (veh/h)100 15 42 37 18 49 45 1367 14 29 1728 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 16 46 40 20 53 49 1486 15 32 1878 105 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 190 25 55 113 62 106 202 2308 1030 359 2278 1016 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.08 1.00 1.00 0.03 0.64 0.64 Sat Flow, veh/h 915 181 403 428 453 778 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 171 0 0 113 0 0 49 1486 15 32 1878 105 Grp Sat Flow(s),veh/h/ln 1500 0 0 1659 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 4.3 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.5 36.2 2.3 Cycle Q Clear(g_c), s 9.9 0.0 0.0 5.5 0.0 0.0 0.8 0.0 0.0 0.5 36.2 2.3 Prop In Lane 0.64 0.27 0.35 0.47 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 270 0 0 281 0 0 202 2308 1030 359 2278 1016 V/C Ratio(X)0.63 0.00 0.00 0.40 0.00 0.00 0.24 0.64 0.01 0.09 0.82 0.10 Avail Cap(c_a), veh/h 361 0 0 378 0 0 231 2308 1030 403 2278 1016 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 0.0 0.0 35.9 0.0 0.0 13.4 0.0 0.0 4.9 12.3 6.2 Incr Delay (d2), s/veh 2.4 0.0 0.0 0.9 0.0 0.0 0.6 1.4 0.0 0.1 3.6 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 0.0 2.3 0.0 0.0 0.4 0.4 0.0 0.1 11.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.1 0.0 0.0 36.8 0.0 0.0 14.1 1.4 0.0 5.1 15.9 6.4 LnGrp LOS D D B A A A B A Approach Vol, veh/h 171 113 1550 2015 Approach Delay, s/veh 40.1 36.8 1.8 15.2 Approach LOS D D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 64.0 17.8 9.0 63.2 17.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 50.5 18.0 5.0 50.5 18.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 11.9 2.8 38.2 7.5 Green Ext Time (p_c), s 0.0 14.0 0.4 0.0 9.2 0.4 Intersection Summary HCM 7th Control Delay, s/veh 11.5 HCM 7th LOS B Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 22 0 1429 1707 26 Future Volume (vph)0 22 0 1429 1707 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot)0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm)0 1611 0 3539 3539 1583 Link Speed (mph)25 55 55 Link Distance (ft)640 516 2118 Travel Time (s)17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 24 0 1553 1855 28 Shared Lane Traffic (%) Lane Group Flow (vph)0 24 0 1553 1855 28 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 24 24 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 57.2%ICU Level of Service B Analysis Period (min) 15 HCM 7th TWSC JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 22 0 1429 1707 26 Future Vol, veh/h 0 22 0 1429 1707 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -Stop -None -Free Storage Length -0 ---630 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 24 0 1553 1855 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -928 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 270 0 --0 Stage 1 0 -0 --0 Stage 2 0 -0 --0 Platoon blocked, %-- Mov Cap-1 Maneuver -270 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v19.64 0 0 HCM LOS C Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h)-270 - HCM Lane V/C Ratio -0.089 - HCM Control Delay (s/veh)-19.6 - HCM Lane LOS -C - HCM 95th %tile Q(veh)-0.3 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)154 254 185 151 293 132 238 1156 140 198 1355 209 Future Volume (vph)154 254 185 151 293 132 238 1156 140 198 1355 209 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.464 0.531 0.950 0.950 Satd. Flow (perm)864 3539 1583 989 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)184 164 164 221 Link Speed (mph)40 40 55 55 Link Distance (ft)643 435 456 516 Travel Time (s)11.0 7.4 5.7 6.4 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 Adj. Flow (vph)167 276 201 164 318 143 259 1257 152 215 1473 227 Shared Lane Traffic (%) Lane Group Flow (vph)167 276 201 164 318 143 259 1257 152 215 1473 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)10.5 23.5 23.5 10.5 23.5 23.5 13.0 43.9 43.9 12.1 43.0 43.0 Total Split (%)11.7%26.1%26.1%11.7%26.1%26.1%14.4%48.8%48.8%13.4%47.8%47.8% Maximum Green (s)5.0 18.0 18.0 5.0 18.0 18.0 7.5 38.4 38.4 6.6 37.5 37.5 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)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 Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)18.7 13.7 13.7 18.7 13.7 13.7 10.4 40.1 40.1 9.3 39.0 39.0 Actuated g/C Ratio 0.21 0.15 0.15 0.21 0.15 0.15 0.12 0.45 0.45 0.10 0.43 0.43 v/c Ratio 0.72 0.51 0.50 0.66 0.59 0.37 0.65 0.79 0.19 0.60 0.96 0.28 Control Delay (s/veh)47.3 38.0 11.4 41.6 39.8 6.9 48.0 26.7 2.9 34.5 43.3 11.5 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 (s/veh)47.3 38.0 11.4 41.6 39.8 6.9 48.0 26.7 2.9 34.5 43.3 11.5 LOS D D B D D A D C A C D B Approach Delay (s/veh)32.2 32.8 27.9 38.6 Approach LOS C C C D Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 36.5 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay (s/veh): 33.3 Intersection LOS: C Intersection Capacity Utilization 79.2%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)167 276 201 164 318 143 259 1257 152 215 1473 227 v/c Ratio 0.72 0.51 0.50 0.66 0.59 0.37 0.65 0.79 0.19 0.60 0.96 0.28 Control Delay (s/veh)47.3 38.0 11.4 41.6 39.8 6.9 48.0 26.7 2.9 34.5 43.3 11.5 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 (s/veh)47.3 38.0 11.4 41.6 39.8 6.9 48.0 26.7 2.9 34.5 43.3 11.5 Queue Length 50th (ft)77 77 8 76 90 0 72 325 0 61 401 42 Queue Length 95th (ft)#126 110 65 122 126 37 #144 415 30 m#81 #582 m76 Internal Link Dist (ft)563 355 376 436 Turn Bay Length (ft)275 300 250 200 280 200 270 Base Capacity (vph)229 707 463 248 707 447 395 1575 796 353 1531 810 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.39 0.43 0.66 0.45 0.32 0.66 0.80 0.19 0.61 0.96 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)154 254 185 151 293 132 238 1156 140 198 1355 209 Future Volume (veh/h)154 254 185 151 293 132 238 1156 140 198 1355 209 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 167 276 0 164 318 0 259 1257 0 215 1473 0 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 216 431 231 431 288 1796 253 1761 Arrive On Green 0.06 0.12 0.00 0.06 0.12 0.00 0.08 0.51 0.00 0.07 0.50 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 167 276 0 164 318 0 259 1257 0 215 1473 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 5.0 6.7 0.0 5.0 7.8 0.0 6.7 24.4 0.0 5.5 32.1 0.0 Cycle Q Clear(g_c), s 5.0 6.7 0.0 5.0 7.8 0.0 6.7 24.4 0.0 5.5 32.1 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 216 431 231 431 288 1796 253 1761 V/C Ratio(X)0.77 0.64 0.71 0.74 0.90 0.70 0.85 0.84 Avail Cap(c_a), veh/h 216 711 231 711 288 1796 253 1761 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.7 37.7 0.0 36.2 38.2 0.0 40.9 17.0 0.0 41.2 19.6 0.0 Incr Delay (d2), s/veh 15.9 1.6 0.0 9.7 2.5 0.0 28.8 2.3 0.0 22.7 4.9 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 2.1 2.9 0.0 1.7 3.4 0.0 3.8 8.7 0.0 3.0 12.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.6 39.3 0.0 45.9 40.7 0.0 69.6 19.3 0.0 63.9 24.5 0.0 LnGrp LOS D D D D E B E C Approach Vol, veh/h 443 482 1516 1688 Approach Delay, s/veh 44.3 42.5 27.9 29.5 Approach LOS D D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.1 51.0 10.5 16.4 13.0 50.1 10.5 16.4 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.6 38.4 5.0 18.0 7.5 37.5 5.0 18.0 Max Q Clear Time (g_c+I1), s 7.5 26.4 7.0 8.7 8.7 34.1 7.0 9.8 Green Ext Time (p_c), s 0.0 6.1 0.0 1.0 0.0 2.5 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 32.0 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)6 571 649 41 17 4 Future Volume (vph)6 571 649 41 17 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.975 Flt Protected 0.950 0.961 Satd. Flow (prot)1770 1863 1848 0 1745 0 Flt Permitted 0.950 0.961 Satd. Flow (perm)1770 1863 1848 0 1745 0 Link Speed (mph)40 40 25 Link Distance (ft)1287 643 515 Travel Time (s)21.9 11.0 14.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)7 621 705 45 18 4 Shared Lane Traffic (%) Lane Group Flow (vph)7 621 750 0 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.6%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 14 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 571 649 41 17 4 Future Vol, veh/h 6 571 649 41 17 4 Conflicting Peds, #/hr 0 0 0 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 7 621 705 45 18 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 750 0 -0 1361 728 Stage 1 ----728 - Stage 2 ----634 - 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 859 ---163 424 Stage 1 ----478 - Stage 2 ----529 - Platoon blocked, %--- Mov Cap-1 Maneuver 859 ---162 424 Mov Cap-2 Maneuver ----162 - Stage 1 ----474 - Stage 2 ----529 - Approach EB WB SB HCM Control Delay, s/v 0.1 0 27.37 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)859 ---184 HCM Lane V/C Ratio 0.008 ---0.124 HCM Control Delay (s/veh)9.2 ---27.4 HCM Lane LOS A ---D HCM 95th %tile Q(veh)0 ---0.4 Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 4 6 12 1 12 16 23 7 1 10 1 Future Volume (vph)1 4 6 12 1 12 16 23 7 1 10 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.921 0.935 0.978 0.990 Flt Protected 0.996 0.976 0.983 0.996 Satd. Flow (prot)0 1709 0 0 1700 0 0 1791 0 0 1837 0 Flt Permitted 0.996 0.976 0.983 0.996 Satd. Flow (perm)0 1709 0 0 1700 0 0 1791 0 0 1837 0 Link Speed (mph)25 25 25 25 Link Distance (ft)349 640 515 1458 Travel Time (s)9.5 17.5 14.0 39.8 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 Adj. Flow (vph)1 4 7 13 1 13 17 25 8 1 11 1 Shared Lane Traffic (%) Lane Group Flow (vph)0 12 0 0 27 0 0 50 0 0 13 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 18.2%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Synchro 12 Light Report Timing Plan: PM Peak Hour Page 16 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 6 12 1 12 16 23 7 1 10 1 Future Vol, veh/h 1 4 6 12 1 12 16 23 7 1 10 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 4 7 13 1 13 17 25 8 1 11 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 74 81 11 79 78 29 12 0 0 33 0 0 Stage 1 14 14 -64 64 ------- Stage 2 60 67 -15 14 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 916 809 1069 910 813 1046 1607 --1579 -- Stage 1 1007 884 -947 842 ------- Stage 2 951 839 -1005 884 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 893 800 1069 889 803 1046 1607 --1579 -- Mov Cap-2 Maneuver 893 800 -889 803 ------- Stage 1 1006 884 -937 833 ------- Stage 2 928 830 -993 883 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.89 8.89 2.53 0.61 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)598 --938 954 147 -- HCM Lane V/C Ratio 0.011 --0.013 0.028 0.001 -- HCM Control Delay (s/veh)7.3 0 -8.9 8.9 7.3 0 - HCM Lane LOS A A -A A A A - HCM 95th %tile Q(veh)0 --0 0.1 0 -- Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 118 5 9 57 5 5 5 24 16 5 5 Future Volume (vph) 5 118 5 9 57 5 5 5 24 16 5 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.995 0.991 0.902 0.975 Flt Protected 0.998 0.994 0.993 0.969 Satd. Flow (prot) 0 1850 0 0 1835 0 0 1668 0 0 1760 0 Flt Permitted 0.998 0.994 0.993 0.969 Satd. Flow (perm) 0 1850 0 0 1835 0 0 1668 0 0 1760 0 Link Speed (mph) 30 30 25 25 Link Distance (ft) 1042 642 660 275 Travel Time (s) 23.7 14.6 18.0 7.5 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 Adj. Flow (vph) 5 128 5 10 62 5 5 5 26 17 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 138 0 0 77 0 0 36 0 0 27 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Mars Dr & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 118 5 9 57 5 5 5 24 16 5 5 Future Vol, veh/h 5 118 5 9 57 5 5 5 24 16 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 128 5 10 62 5 5 5 26 17 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 133 0 0 231 228 131 241 228 65 Stage 1 - - - - - - 141 141 - 85 85 - Stage 2 - - - - - - 90 87 - 156 143 - 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 1535 - - 1452 - - 724 671 919 713 671 999 Stage 1 - - - - - - 862 780 - 923 824 - Stage 2 - - - - - - 917 823 - 846 779 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1535 - - 1452 - - 710 664 919 682 664 999 Mov Cap-2 Maneuver - - - - - - 710 664 - 682 664 - Stage 1 - - - - - - 859 777 - 919 818 - Stage 2 - - - - - - 900 817 - 813 776 - Approach EB WB NB SB HCM Control Delay, s 0.3 1 9.5 10.2 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 836 1535 - - 1452 - - 722 HCM Lane V/C Ratio 0.044 0.004 - - 0.007 - - 0.039 HCM Control Delay (s) 9.5 7.4 0 - 7.5 0 - 10.2 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 10 54 34 5 47 22 1858 38 33 1159 45 Future Volume (vph) 100 10 54 34 5 47 22 1858 38 33 1159 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.956 0.926 0.850 0.850 Flt Protected 0.970 0.980 0.950 0.950 Satd. Flow (prot) 0 1727 0 0 1690 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.773 0.814 0.175 0.061 Satd. Flow (perm) 0 1377 0 0 1404 0 326 3539 1583 114 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 22 51 87 87 Link Speed (mph) 30 30 55 55 Link Distance (ft) 642 472 2118 498 Travel Time (s) 14.6 10.7 26.3 6.2 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 Adj. Flow (vph) 109 11 59 37 5 51 24 2020 41 36 1260 49 Shared Lane Traffic (%) Lane Group Flow (vph) 0 179 0 0 93 0 24 2020 41 36 1260 49 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 25.0 25.0 25.0 25.0 11.0 64.0 64.0 11.0 64.0 64.0 Total Split (%) 25.0% 25.0% 25.0% 25.0% 11.0% 64.0% 64.0% 11.0% 64.0% 64.0% Maximum Green (s) 19.5 19.5 19.5 19.5 5.5 58.5 58.5 5.5 58.5 58.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.7 15.7 69.9 66.6 66.6 71.1 68.9 68.9 Actuated g/C Ratio 0.16 0.16 0.70 0.67 0.67 0.71 0.69 0.69 v/c Ratio 0.76 0.35 0.08 0.86 0.04 0.21 0.52 0.04 Control Delay 55.3 22.0 5.1 14.1 0.3 7.5 10.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.3 22.0 5.1 14.1 0.3 7.5 10.0 0.6 LOS E C A B A A B A Approach Delay 55.3 22.0 13.7 9.6 Approach LOS E C B A Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 36 (36%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 14.5 Intersection LOS: B Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 179 93 24 2020 41 36 1260 49 v/c Ratio 0.76 0.35 0.08 0.86 0.04 0.21 0.52 0.04 Control Delay 55.3 22.0 5.1 14.1 0.3 7.5 10.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.3 22.0 5.1 14.1 0.3 7.5 10.0 0.6 Queue Length 50th (ft) 96 23 4 294 0 6 155 0 Queue Length 95th (ft) 167 67 m4 m296 m0 15 318 5 Internal Link Dist (ft) 562 392 2038 418 Turn Bay Length (ft) 220 285 225 230 Base Capacity (vph) 286 314 308 2355 1082 174 2436 1117 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.30 0.08 0.86 0.04 0.21 0.52 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 10 54 34 5 47 22 1858 38 33 1159 45 Future Volume (veh/h) 100 10 54 34 5 47 22 1858 38 33 1159 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 109 11 59 37 5 51 24 2020 41 36 1260 49 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 181 18 69 118 32 120 323 2366 1055 263 2392 1067 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.05 1.00 1.00 0.03 0.67 0.67 Sat Flow, veh/h 894 129 503 488 230 872 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 179 0 0 93 0 0 24 2020 41 36 1260 49 Grp Sat Flow(s),veh/h/ln 1525 0 0 1590 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 6.2 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.6 18.0 1.0 Cycle Q Clear(g_c), s 11.3 0.0 0.0 5.1 0.0 0.0 0.4 0.0 0.0 0.6 18.0 1.0 Prop In Lane 0.61 0.33 0.40 0.55 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 0 0 269 0 0 323 2366 1055 263 2392 1067 V/C Ratio(X) 0.67 0.00 0.00 0.35 0.00 0.00 0.07 0.85 0.04 0.14 0.53 0.05 Avail Cap(c_a), veh/h 351 0 0 354 0 0 377 2366 1055 305 2392 1067 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 0.0 0.0 39.4 0.0 0.0 6.3 0.0 0.0 4.7 8.3 5.5 Incr Delay (d2), s/veh 3.1 0.0 0.0 0.8 0.0 0.0 0.1 4.2 0.1 0.2 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 4.5 0.0 0.0 2.1 0.0 0.0 0.1 1.4 0.0 0.2 5.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.9 0.0 0.0 40.1 0.0 0.0 6.4 4.2 0.1 4.9 9.1 5.6 LnGrp LOS D A A D A A A A A A A A Approach Vol, veh/h 179 93 2085 1345 Approach Delay, s/veh 44.9 40.1 4.1 8.9 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 72.1 19.3 7.9 72.8 19.3 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 58.5 19.5 5.5 58.5 19.5 Max Q Clear Time (g_c+I1), s 2.6 2.0 13.3 2.4 20.0 7.1 Green Ext Time (p_c), s 0.0 26.4 0.5 0.0 10.4 0.3 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 13 0 1982 1194 11 Future Volume (vph) 0 13 0 1982 1194 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 25 55 55 Link Distance (ft) 640 516 2118 Travel Time (s) 17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 14 0 2154 1298 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 14 0 2154 1298 12 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.1% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: College Ave & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 0 1982 1194 11 Future Vol, veh/h 0 13 0 1982 1194 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - Free Storage Length - 0 - - - 630 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 14 0 2154 1298 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 649 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 412 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 412 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 14 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 412 - HCM Lane V/C Ratio - 0.034 - HCM Control Delay (s) - 14 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0.1 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 300 342 251 157 284 209 179 1461 101 109 1031 125 Future Volume (vph) 300 342 251 157 284 209 179 1461 101 109 1031 125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.355 0.501 0.950 0.950 Satd. Flow (perm) 661 3539 1583 933 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 184 147 147 147 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 326 372 273 171 309 227 195 1588 110 118 1121 136 Shared Lane Traffic (%) Lane Group Flow (vph) 326 372 273 171 309 227 195 1588 110 118 1121 136 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 19.0 26.8 26.8 15.7 23.5 23.5 13.6 47.0 47.0 10.5 43.9 43.9 Total Split (%) 19.0% 26.8% 26.8% 15.7% 23.5% 23.5% 13.6% 47.0% 47.0% 10.5% 43.9% 43.9% Maximum Green (s) 13.5 21.3 21.3 10.2 18.0 18.0 8.1 41.5 41.5 5.0 38.4 38.4 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 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 Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 31.5 18.0 18.0 24.2 14.4 14.4 9.4 43.3 43.3 6.9 40.7 40.7 Actuated g/C Ratio 0.32 0.18 0.18 0.24 0.14 0.14 0.09 0.43 0.43 0.07 0.41 0.41 v/c Ratio 0.91 0.58 0.63 0.56 0.61 0.64 0.61 1.04 0.14 0.50 0.78 0.19 Control Delay 59.1 41.2 19.5 32.0 45.0 23.6 52.4 62.8 1.8 45.6 39.2 13.5 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 59.1 41.2 19.5 32.0 45.0 23.6 52.4 62.8 1.8 45.6 39.2 13.5 LOS E D B C D C D E A D D B Approach Delay 41.1 35.0 58.2 37.2 Approach LOS D C E D Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 31 (31%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 45.7 Intersection LOS: D Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 326 372 273 171 309 227 195 1588 110 118 1121 136 v/c Ratio 0.91 0.58 0.63 0.56 0.61 0.64 0.61 1.04 0.14 0.50 0.78 0.19 Control Delay 59.1 41.2 19.5 32.0 45.0 23.6 52.4 62.8 1.8 45.6 39.2 13.5 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 59.1 41.2 19.5 32.0 45.0 23.6 52.4 62.8 1.8 45.6 39.2 13.5 Queue Length 50th (ft) 167 115 50 79 97 46 61 ~599 0 38 255 0 Queue Length 95th (ft) #255 156 129 126 137 120 #110 #736 17 m#80 468 m83 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 300 250 200 280 200 270 Base Capacity (vph) 358 753 481 314 637 405 322 1530 767 235 1441 731 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.49 0.57 0.54 0.49 0.56 0.61 1.04 0.14 0.50 0.78 0.19 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 JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 300 342 251 157 284 209 179 1461 101 109 1031 125 Future Volume (veh/h) 300 342 251 157 284 209 179 1461 101 109 1031 125 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 326 372 0 171 309 0 195 1588 0 118 1121 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 345 525 302 407 260 1707 173 1617 Arrive On Green 0.14 0.15 0.00 0.10 0.11 0.00 0.08 0.48 0.00 0.03 0.30 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 326 372 0 171 309 0 195 1588 0 118 1121 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 13.5 10.0 0.0 8.3 8.4 0.0 5.5 42.0 0.0 3.4 27.8 0.0 Cycle Q Clear(g_c), s 13.5 10.0 0.0 8.3 8.4 0.0 5.5 42.0 0.0 3.4 27.8 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 345 525 302 407 260 1707 173 1617 V/C Ratio(X) 0.95 0.71 0.57 0.76 0.75 0.93 0.68 0.69 Avail Cap(c_a), veh/h 345 757 302 640 280 1707 173 1617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.4 40.6 0.0 34.2 42.9 0.0 45.3 24.4 0.0 47.5 28.6 0.0 Incr Delay (d2), s/veh 34.3 1.8 0.0 2.4 2.9 0.0 10.0 10.5 0.0 10.5 2.5 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 4.6 4.4 0.0 3.7 3.8 0.0 2.6 17.5 0.0 1.6 12.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.8 42.4 0.0 36.7 45.8 0.0 55.3 34.9 0.0 58.1 31.1 0.0 LnGrp LOS E D D D E C E C Approach Vol, veh/h 698 480 1783 1239 Approach Delay, s/veh 55.6 42.6 37.2 33.6 Approach LOS E D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.5 53.5 15.7 20.3 13.0 51.0 19.0 17.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 41.5 10.2 21.3 8.1 38.4 13.5 18.0 Max Q Clear Time (g_c+I1), s 5.4 44.0 10.3 12.0 7.5 29.8 15.5 10.4 Green Ext Time (p_c), s 0.0 0.0 0.0 1.5 0.0 4.3 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 39.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 828 5 5 558 5 5 0 5 5 0 5 Future Volume (vph) 5 828 5 5 558 5 5 0 5 5 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 0 0 0 Storage Lanes 1 0 1 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 Frt 0.999 0.999 0.932 0.932 Flt Protected 0.950 0.950 0.976 0.976 Satd. Flow (prot) 1770 1861 0 1770 1861 0 0 1694 0 0 1694 0 Flt Permitted 0.950 0.950 0.976 0.976 Satd. Flow (perm) 1770 1861 0 1770 1861 0 0 1694 0 0 1694 0 Link Speed (mph) 40 40 30 25 Link Distance (ft) 1287 643 401 515 Travel Time (s) 21.9 11.0 9.1 14.0 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 Adj. Flow (vph) 5 900 5 5 607 5 5 0 5 5 0 5 Shared Lane Traffic (%) Lane Group Flow (vph) 5 905 0 5 612 0 0 10 0 0 10 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Trilby Rd & Mars Dr 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 14 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 828 5 5 558 5 5 0 5 5 0 5 Future Vol, veh/h 5 828 5 5 558 5 5 0 5 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 900 5 5 607 5 5 0 5 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 612 0 0 905 0 0 1535 1535 903 1535 1535 610 Stage 1 - - - - - - 913 913 - 620 620 - Stage 2 - - - - - - 622 622 - 915 915 - 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 967 - - 752 - - 95 116 336 95 116 494 Stage 1 - - - - - - 328 352 - 476 480 - Stage 2 - - - - - - 474 479 - 327 352 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 967 - - 752 - - 93 115 336 93 115 494 Mov Cap-2 Maneuver - - - - - - 93 115 - 93 115 - Stage 1 - - - - - - 326 350 - 474 477 - Stage 2 - - - - - - 466 476 - 320 350 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 31.6 29.6 HCM LOS D D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 146 967 - - 752 - - 157 HCM Lane V/C Ratio 0.074 0.006 - - 0.007 - - 0.069 HCM Control Delay (s) 31.6 8.7 - - 9.8 - - 29.6 HCM Lane LOS D A - - A - - D HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2 Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt Flt Protected Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Flt Permitted Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 349 640 515 1458 Travel Time (s) 9.5 17.5 14.0 39.8 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 Adj. Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 6: Mars Dr & Local Rd 11/01/2022 Trilby & College 7:30 am 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: AM Peak Hour Page 16 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 93 5 29 70 9 5 5 20 5 5 5 Future Volume (vph) 5 93 5 29 70 9 5 5 20 5 5 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.994 0.989 0.907 0.955 Flt Protected 0.998 0.987 0.992 0.984 Satd. Flow (prot) 0 1848 0 0 1818 0 0 1676 0 0 1750 0 Flt Permitted 0.998 0.987 0.992 0.984 Satd. Flow (perm) 0 1848 0 0 1818 0 0 1676 0 0 1750 0 Link Speed (mph) 30 30 25 25 Link Distance (ft) 1042 642 660 275 Travel Time (s) 23.7 14.6 18.0 7.5 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 Adj. Flow (vph) 5 101 5 32 76 10 5 5 22 5 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 111 0 0 118 0 0 32 0 0 15 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 1: Mars Dr & Skyway Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 93 5 29 70 9 5 5 20 5 5 5 Future Vol, veh/h 5 93 5 29 70 9 5 5 20 5 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 101 5 32 76 10 5 5 22 5 5 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 86 0 0 106 0 0 264 264 104 272 261 81 Stage 1 - - - - - - 114 114 - 145 145 - Stage 2 - - - - - - 150 150 - 127 116 - 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 1510 - - 1485 - - 689 641 951 680 644 979 Stage 1 - - - - - - 891 801 - 858 777 - Stage 2 - - - - - - 853 773 - 877 800 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1510 - - 1485 - - 667 624 951 647 627 979 Mov Cap-2 Maneuver - - - - - - 667 624 - 647 627 - Stage 1 - - - - - - 887 798 - 855 759 - Stage 2 - - - - - - 823 755 - 848 797 - Approach EB WB NB SB HCM Control Delay, s 0.4 2 9.6 10.1 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 821 1510 - - 1485 - - 721 HCM Lane V/C Ratio 0.04 0.004 - - 0.021 - - 0.023 HCM Control Delay (s) 9.6 7.4 0 - 7.5 0 - 10.1 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 73 10 50 43 14 60 53 1680 18 35 2097 66 Future Volume (vph) 73 10 50 43 14 60 53 1680 18 35 2097 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.949 0.931 0.850 0.850 Flt Protected 0.973 0.982 0.950 0.950 Satd. Flow (prot) 0 1720 0 0 1703 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.685 0.796 0.048 0.073 Satd. Flow (perm) 0 1211 0 0 1380 0 89 3539 1583 136 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 37 73 73 Link Speed (mph) 30 30 55 55 Link Distance (ft) 642 472 2118 498 Travel Time (s) 14.6 10.7 26.3 6.2 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 Adj. Flow (vph) 79 11 54 47 15 65 58 1826 20 38 2279 72 Shared Lane Traffic (%) Lane Group Flow (vph) 0 144 0 0 127 0 58 1826 20 38 2279 72 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 23.0 23.0 23.0 23.0 14.0 83.0 83.0 14.0 83.0 83.0 Total Split (%) 19.2% 19.2% 19.2% 19.2% 11.7% 69.2% 69.2% 11.7% 69.2% 69.2% Maximum Green (s) 17.5 17.5 17.5 17.5 8.5 77.5 77.5 8.5 77.5 77.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.4 15.4 90.7 86.4 86.4 88.6 83.6 83.6 Actuated g/C Ratio 0.13 0.13 0.76 0.72 0.72 0.74 0.70 0.70 v/c Ratio 0.83 0.61 0.36 0.72 0.02 0.21 0.92 0.06 Control Delay 78.2 47.0 17.3 15.0 0.5 6.3 25.2 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.2 47.0 17.3 15.0 0.5 6.3 25.2 1.8 LOS E D B B A A C A Approach Delay 78.2 47.0 14.9 24.2 Approach LOS E D B C Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 37 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 22.6 Intersection LOS: C Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 144 127 58 1826 20 38 2279 72 v/c Ratio 0.83 0.61 0.36 0.72 0.02 0.21 0.92 0.06 Control Delay 78.2 47.0 17.3 15.0 0.5 6.3 25.2 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.2 47.0 17.3 15.0 0.5 6.3 25.2 1.8 Queue Length 50th (ft) 93 65 21 375 0 6 805 0 Queue Length 95th (ft) #195 131 m27 464 m0 14 #1097 16 Internal Link Dist (ft) 562 392 2038 418 Turn Bay Length (ft) 220 285 225 230 Base Capacity (vph) 194 232 187 2548 1160 218 2466 1125 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.55 0.31 0.72 0.02 0.17 0.92 0.06 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 JR Engineering 2: College Ave & Skyway Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 10 50 43 14 60 53 1680 18 35 2097 66 Future Volume (veh/h) 73 10 50 43 14 60 53 1680 18 35 2097 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 79 11 54 47 15 65 58 1826 20 38 2279 72 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 131 21 63 97 36 96 151 2530 1129 290 2510 1120 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.07 1.00 1.00 0.03 0.71 0.71 Sat Flow, veh/h 699 171 522 462 299 798 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 144 0 0 127 0 0 58 1826 20 38 2279 72 Grp Sat Flow(s),veh/h/ln 1392 0 0 1558 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.7 63.0 1.7 Cycle Q Clear(g_c), s 12.3 0.0 0.0 9.2 0.0 0.0 1.0 0.0 0.0 0.7 63.0 1.7 Prop In Lane 0.55 0.37 0.37 0.51 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 214 0 0 229 0 0 151 2530 1129 290 2510 1120 V/C Ratio(X) 0.67 0.00 0.00 0.55 0.00 0.00 0.38 0.72 0.02 0.13 0.91 0.06 Avail Cap(c_a), veh/h 251 0 0 267 0 0 214 2530 1129 363 2510 1120 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 0.0 0.0 50.4 0.0 0.0 27.6 0.0 0.0 4.3 14.4 5.4 Incr Delay (d2), s/veh 5.5 0.0 0.0 2.1 0.0 0.0 1.6 1.8 0.0 0.2 6.2 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 0.0 3.8 0.0 0.0 1.2 0.6 0.0 0.2 20.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.3 0.0 0.0 52.5 0.0 0.0 29.2 1.8 0.0 4.5 20.6 5.5 LnGrp LOS E A A D A A C A A A C A Approach Vol, veh/h 144 127 1904 2389 Approach Delay, s/veh 57.3 52.5 2.6 19.9 Approach LOS E D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.1 90.9 20.0 9.8 90.3 20.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 8.5 77.5 17.5 8.5 77.5 17.5 Max Q Clear Time (g_c+I1), s 2.7 2.0 14.3 3.0 65.0 11.2 Green Ext Time (p_c), s 0.0 23.0 0.2 0.0 10.7 0.3 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 14 0 1754 2092 6 Future Volume (vph) 0 14 0 1754 2092 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 3539 3539 1583 Link Speed (mph) 25 55 55 Link Distance (ft) 640 516 2118 Travel Time (s) 17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 15 0 1907 2274 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 15 0 1907 2274 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC JR Engineering 3: College Ave & Local Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 14 0 1754 2092 6 Future Vol, veh/h 0 14 0 1754 2092 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - Free Storage Length - 0 - - - 630 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 15 0 1907 2274 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 1137 - 0 - 0 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 196 0 - - 0 Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0 Platoon blocked, % - - Mov Cap-1 Maneuver - 196 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB NB SB HCM Control Delay, s 24.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h) - 196 - HCM Lane V/C Ratio - 0.078 - HCM Control Delay (s) - 24.9 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0.2 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 190 298 218 181 340 158 264 1421 169 232 1657 258 Future Volume (vph) 190 298 218 181 340 158 264 1421 169 232 1657 258 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.292 0.407 0.950 0.950 Satd. Flow (perm) 544 3539 1583 758 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 176 172 123 190 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 207 324 237 197 370 172 287 1545 184 252 1801 280 Shared Lane Traffic (%) Lane Group Flow (vph) 207 324 237 197 370 172 287 1545 184 252 1801 280 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 16.4 24.3 24.3 15.6 23.5 23.5 16.0 63.0 63.0 17.1 64.1 64.1 Total Split (%) 13.7% 20.3% 20.3% 13.0% 19.6% 19.6% 13.3% 52.5% 52.5% 14.3% 53.4% 53.4% Maximum Green (s) 10.9 18.8 18.8 10.1 18.0 18.0 10.5 57.5 57.5 11.6 58.6 58.6 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 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 Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 28.3 17.4 17.4 26.7 16.6 16.6 11.5 58.9 58.9 11.6 59.0 59.0 Actuated g/C Ratio 0.24 0.14 0.14 0.22 0.14 0.14 0.10 0.49 0.49 0.10 0.49 0.49 v/c Ratio 0.86 0.63 0.62 0.78 0.76 0.47 0.87 0.89 0.22 0.76 1.04 0.32 Control Delay 69.6 54.0 21.5 58.4 60.1 11.2 79.8 35.8 7.1 58.1 54.0 10.0 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 69.6 54.0 21.5 58.4 60.1 11.2 79.8 35.8 7.1 58.1 54.0 10.0 LOS E D C E E B E D A E D A Approach Delay 48.2 48.3 39.5 49.2 Approach LOS D D D D Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 50 (42%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 45.6 Intersection LOS: D Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 207 324 237 197 370 172 287 1545 184 252 1801 280 v/c Ratio 0.86 0.63 0.62 0.78 0.76 0.47 0.87 0.89 0.22 0.76 1.04 0.32 Control Delay 69.6 54.0 21.5 58.4 60.1 11.2 79.8 35.8 7.1 58.1 54.0 10.0 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 69.6 54.0 21.5 58.4 60.1 11.2 79.8 35.8 7.1 58.1 54.0 10.0 Queue Length 50th (ft) 130 124 42 123 145 0 115 566 25 105 ~783 55 Queue Length 95th (ft) #220 173 127 #219 199 63 #204 #694 66 m117 m#911 m73 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 300 250 200 280 200 270 Base Capacity (vph) 240 554 396 253 530 383 329 1735 839 338 1739 874 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.58 0.60 0.78 0.70 0.45 0.87 0.89 0.22 0.75 1.04 0.32 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 190 298 218 181 340 158 264 1421 169 232 1657 258 Future Volume (veh/h) 190 298 218 181 340 158 264 1421 169 232 1657 258 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 207 324 0 197 370 0 287 1545 0 252 1801 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 245 467 257 443 302 1824 304 1825 Arrive On Green 0.09 0.13 0.00 0.08 0.12 0.00 0.09 0.51 0.00 0.18 1.00 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 207 324 0 197 370 0 287 1545 0 252 1801 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 10.9 10.5 0.0 10.1 12.2 0.0 9.9 44.9 0.0 8.4 0.0 0.0 Cycle Q Clear(g_c), s 10.9 10.5 0.0 10.1 12.2 0.0 9.9 44.9 0.0 8.4 0.0 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 245 467 257 443 302 1824 304 1825 V/C Ratio(X) 0.84 0.69 0.77 0.83 0.95 0.85 0.83 0.99 Avail Cap(c_a), veh/h 245 557 257 533 302 1824 334 1825 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.9 49.8 0.0 44.1 51.3 0.0 54.5 25.1 0.0 48.6 0.0 0.0 Incr Delay (d2), s/veh 22.8 2.9 0.0 13.1 9.5 0.0 38.3 5.1 0.0 14.9 18.2 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 6.9 4.8 0.0 1.7 5.9 0.0 5.7 18.0 0.0 3.8 4.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.7 52.8 0.0 57.2 60.8 0.0 92.8 30.2 0.0 63.5 18.2 0.0 LnGrp LOS E D E E F C E B Approach Vol, veh/h 531 567 1832 2053 Approach Delay, s/veh 58.2 59.5 40.0 23.7 Approach LOS E E D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 67.1 15.6 21.3 16.0 67.1 16.4 20.5 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 11.6 57.5 10.1 18.8 10.5 58.6 10.9 18.0 Max Q Clear Time (g_c+I1), s 10.4 46.9 12.1 12.5 11.9 2.0 12.9 14.2 Green Ext Time (p_c), s 0.1 6.8 0.0 1.0 0.0 20.7 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 37.5 HCM 6th LOS D Notes Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 701 5 5 798 5 5 0 5 5 0 5 Future Volume (vph) 5 701 5 5 798 5 5 0 5 5 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 0 0 0 Storage Lanes 1 0 1 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 Frt 0.999 0.999 0.932 0.932 Flt Protected 0.950 0.950 0.976 0.976 Satd. Flow (prot) 1770 1861 0 1770 1861 0 0 1694 0 0 1694 0 Flt Permitted 0.950 0.950 0.976 0.976 Satd. Flow (perm) 1770 1861 0 1770 1861 0 0 1694 0 0 1694 0 Link Speed (mph) 40 40 30 25 Link Distance (ft) 1287 643 401 515 Travel Time (s) 21.9 11.0 9.1 14.0 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 Adj. Flow (vph) 5 762 5 5 867 5 5 0 5 5 0 5 Shared Lane Traffic (%) Lane Group Flow (vph) 5 767 0 5 872 0 0 10 0 0 10 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 60 60 9 60 60 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 5: Trilby Rd & Mars Dr 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 14 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 701 5 5 798 5 5 0 5 5 0 5 Future Vol, veh/h 5 701 5 5 798 5 5 0 5 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 762 5 5 867 5 5 0 5 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 872 0 0 767 0 0 1657 1657 765 1657 1657 870 Stage 1 - - - - - - 775 775 - 880 880 - Stage 2 - - - - - - 882 882 - 777 777 - 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 773 - - 847 - - 78 98 403 78 98 351 Stage 1 - - - - - - 391 408 - 342 365 - Stage 2 - - - - - - 341 364 - 390 407 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 773 - - 847 - - 76 97 403 76 97 351 Mov Cap-2 Maneuver - - - - - - 76 97 - 76 97 - Stage 1 - - - - - - 389 406 - 340 363 - Stage 2 - - - - - - 334 362 - 382 405 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 35.7 36.5 HCM LOS E E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 128 773 - - 847 - - 125 HCM Lane V/C Ratio 0.085 0.007 - - 0.006 - - 0.087 HCM Control Delay (s) 35.7 9.7 - - 9.3 - - 36.5 HCM Lane LOS E A - - A - - E HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.3 Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt Flt Protected Satd. Flow (prot) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Flt Permitted Satd. Flow (perm) 0 1863 0 0 1863 0 0 1863 0 0 1863 0 Link Speed (mph) 25 25 25 25 Link Distance (ft) 349 640 515 1458 Travel Time (s) 9.5 17.5 14.0 39.8 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 Adj. Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC JR Engineering 6: Mars Dr & Local Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2045 2045 Future Background Synchro 11 Light Report Timing Plan: PM Peak Hour Page 16 Intersection Int Delay, s/veh 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Future Vol, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 0 0 0 0 0 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1 1 1 1 1 0 1 0 0 0 0 0 Stage 1 1 1 - 0 0 - - - - - - - Stage 2 0 0 - 1 1 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 1022 895 1084 1022 895 - 1622 - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - 895 1084 1022 895 - 1622 - - - - - Mov Cap-2 Maneuver - 895 - 1022 895 - - - - - - - Stage 1 1022 895 - - - - - - - - - - Stage 2 - - - 1022 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 0 0 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - - - - - - HCM Lane V/C Ratio - - - - - - - - HCM Control Delay (s) 0 - - 0 0 0 - - HCM Lane LOS A - - A A A - - HCM 95th %tile Q(veh) 0 - - - - - - - Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 118 1 25 57 5 1 1 85 16 1 1 Future Volume (vph)1 118 1 25 57 5 1 1 85 16 1 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.999 0.993 0.868 0.993 Flt Protected 0.986 0.999 0.957 Satd. Flow (prot)0 1861 0 0 1824 0 0 1615 0 0 1770 0 Flt Permitted 0.986 0.999 0.957 Satd. Flow (perm)0 1861 0 0 1824 0 0 1615 0 0 1770 0 Link Speed (mph)30 30 25 25 Link Distance (ft)1042 642 660 275 Travel Time (s)23.7 14.6 18.0 7.5 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 Adj. Flow (vph)1 128 1 27 62 5 1 1 92 17 1 1 Shared Lane Traffic (%) Lane Group Flow (vph)0 130 0 0 94 0 0 94 0 0 19 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 25.7%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 2 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 118 1 25 57 5 1 1 85 16 1 1 Future Vol, veh/h 1 118 1 25 57 5 1 1 85 16 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 128 1 27 62 5 1 1 92 17 1 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 129 0 0 248 253 129 250 251 65 Stage 1 ------131 131 -119 119 - Stage 2 ------117 122 -131 132 - 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 1534 --1456 --706 651 921 703 652 999 Stage 1 ------873 788 -885 797 - Stage 2 ------888 795 -873 787 - Platoon blocked, %---- Mov Cap-1 Maneuver 1534 --1456 --690 638 921 619 639 999 Mov Cap-2 Maneuver ------690 638 -619 639 - Stage 1 ------872 787 -868 782 - Stage 2 ------868 780 -783 787 - Approach EB WB NB SB HCM Control Delay, s/v 0.06 2.16 9.4 10.86 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)913 15 --509 --634 HCM Lane V/C Ratio 0.104 0.001 --0.019 --0.031 HCM Control Delay (s/veh)9.4 7.3 0 -7.5 0 -10.9 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.3 0 --0.1 --0.1 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)152 20 54 35 5 47 22 1858 38 33 1166 58 Future Volume (vph)152 20 54 35 5 47 22 1858 38 33 1166 58 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.968 0.927 0.850 0.850 Flt Protected 0.968 0.980 0.950 0.950 Satd. Flow (prot)0 1745 0 0 1692 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.757 0.827 0.166 0.063 Satd. Flow (perm)0 1365 0 0 1428 0 309 3539 1583 117 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)14 51 87 87 Link Speed (mph)30 30 55 55 Link Distance (ft)642 472 2118 498 Travel Time (s)14.6 10.7 26.3 6.2 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 Adj. Flow (vph)165 22 59 38 5 51 24 2020 41 36 1267 63 Shared Lane Traffic (%) Lane Group Flow (vph)0 246 0 0 94 0 24 2020 41 36 1267 63 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)24.0 24.0 24.0 24.0 10.5 65.5 65.5 10.5 65.5 65.5 Total Split (%)24.0%24.0%24.0%24.0%10.5%65.5%65.5%10.5%65.5%65.5% Maximum Green (s)18.5 18.5 18.5 18.5 5.0 60.0 60.0 5.0 60.0 60.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)18.4 18.4 67.3 64.3 64.3 68.4 66.4 66.4 Actuated g/C Ratio 0.18 0.18 0.67 0.64 0.64 0.68 0.66 0.66 v/c Ratio 0.94 0.31 0.08 0.88 0.03 0.21 0.53 0.05 Control Delay (s/veh)82.2 21.2 5.1 13.3 0.3 7.8 10.6 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.2 21.2 5.1 13.3 0.3 7.8 10.6 1.0 LOS F C A B A A B A Approach Delay (s/veh)82.2 21.3 13.0 10.1 Approach LOS F C B B Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 36 (36%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay (s/veh): 16.6 Intersection LOS: B Intersection Capacity Utilization 80.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)246 94 24 2020 41 36 1267 63 v/c Ratio 0.94 0.31 0.08 0.88 0.03 0.21 0.53 0.05 Control Delay (s/veh)82.2 21.2 5.1 13.3 0.3 7.8 10.6 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.2 21.2 5.1 13.3 0.3 7.8 10.6 1.0 Queue Length 50th (ft)148 23 4 274 0 6 170 0 Queue Length 95th (ft)#300 69 m4 m289 m0 15 307 10 Internal Link Dist (ft)562 392 2038 418 Turn Bay Length (ft)220 285 225 230 Base Capacity (vph)263 305 282 2276 1049 164 2351 1080 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.31 0.09 0.89 0.04 0.22 0.54 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)152 20 54 35 5 47 22 1858 38 33 1166 58 Future Volume (veh/h)152 20 54 35 5 47 22 1858 38 33 1166 58 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 165 22 59 38 5 51 24 2020 41 36 1267 63 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 241 24 65 147 36 157 289 2205 984 254 2231 995 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.05 1.00 1.00 0.03 0.63 0.63 Sat Flow, veh/h 991 132 355 530 194 859 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 246 0 0 94 0 0 24 2020 41 36 1267 63 Grp Sat Flow(s),veh/h/ln 1478 0 0 1584 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.3 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.7 20.6 1.5 Cycle Q Clear(g_c), s 16.2 0.0 0.0 4.9 0.0 0.0 0.5 0.0 0.0 0.7 20.6 1.5 Prop In Lane 0.67 0.24 0.40 0.54 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 330 0 0 340 0 0 289 2205 984 254 2231 995 V/C Ratio(X)0.74 0.00 0.00 0.28 0.00 0.00 0.08 0.92 0.04 0.14 0.57 0.06 Avail Cap(c_a), veh/h 334 0 0 343 0 0 335 2205 984 287 2231 995 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 0.0 0.0 35.4 0.0 0.0 8.3 0.0 0.0 6.2 10.8 7.2 Incr Delay (d2), s/veh 8.7 0.0 0.0 0.4 0.0 0.0 0.1 7.4 0.1 0.3 1.1 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 6.6 0.0 0.0 2.0 0.0 0.0 0.1 2.3 0.0 0.2 6.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.5 0.0 0.0 35.8 0.0 0.0 8.4 7.4 0.1 6.4 11.8 7.3 LnGrp LOS D D A A A A B A Approach Vol, veh/h 246 94 2085 1366 Approach Delay, s/veh 48.5 35.8 7.3 11.5 Approach LOS D D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 67.6 23.8 7.9 68.3 23.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 60.0 18.5 5.0 60.0 18.5 Max Q Clear Time (g_c+I1), s 2.7 2.0 18.2 2.5 22.6 6.9 Green Ext Time (p_c), s 0.0 26.7 0.0 0.0 10.5 0.3 Intersection Summary HCM 7th Control Delay, s/veh 12.2 HCM 7th LOS B Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 21 0 1982 1194 19 Future Volume (vph)0 21 0 1982 1194 19 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot)0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm)0 1611 0 3539 3539 1583 Link Speed (mph)25 55 55 Link Distance (ft)640 516 2118 Travel Time (s)17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 23 0 2154 1298 21 Shared Lane Traffic (%) Lane Group Flow (vph)0 23 0 2154 1298 21 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 24 24 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 58.1%ICU Level of Service B Analysis Period (min) 15 HCM 7th TWSC JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 8 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 21 0 1982 1194 19 Future Vol, veh/h 0 21 0 1982 1194 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -Stop -None -Free Storage Length -0 ---630 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 23 0 2154 1298 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -649 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 412 0 --0 Stage 1 0 -0 --0 Stage 2 0 -0 --0 Platoon blocked, %-- Mov Cap-1 Maneuver -412 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v14.24 0 0 HCM LOS B Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h)-412 - HCM Lane V/C Ratio -0.055 - HCM Control Delay (s/veh)-14.2 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-0.2 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)300 357 264 157 290 209 187 1461 101 110 1039 125 Future Volume (vph)300 357 264 157 290 209 187 1461 101 110 1039 125 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.359 0.456 0.950 0.950 Satd. Flow (perm)669 3539 1583 849 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)157 147 147 147 Link Speed (mph)40 40 55 55 Link Distance (ft)643 435 456 516 Travel Time (s)11.0 7.4 5.7 6.4 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 Adj. Flow (vph)326 388 287 171 315 227 203 1588 110 120 1129 136 Shared Lane Traffic (%) Lane Group Flow (vph)326 388 287 171 315 227 203 1588 110 120 1129 136 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)15.6 26.7 26.7 12.4 23.5 23.5 13.9 50.4 50.4 10.5 47.0 47.0 Total Split (%)15.6%26.7%26.7%12.4%23.5%23.5%13.9%50.4%50.4%10.5%47.0%47.0% Maximum Green (s)10.1 21.2 21.2 6.9 18.0 18.0 8.4 44.9 44.9 5.0 41.5 41.5 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)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 Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)27.8 17.7 17.7 21.4 14.5 14.5 9.6 46.5 46.5 6.9 43.8 43.8 Actuated g/C Ratio 0.28 0.18 0.18 0.21 0.15 0.15 0.10 0.47 0.47 0.07 0.44 0.44 v/c Ratio 1.09 0.61 0.70 0.69 0.61 0.63 0.61 0.96 0.13 0.51 0.72 0.17 Control Delay (s/veh)113.2 42.2 26.6 44.6 45.1 23.4 52.3 42.3 1.5 45.7 34.5 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)113.2 42.2 26.6 44.6 45.1 23.4 52.3 42.3 1.5 45.7 34.5 11.6 LOS F D C D D C D D A D C B Approach Delay (s/veh)60.9 38.1 41.1 33.2 Approach LOS E D D C Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 30.5 (31%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay (s/veh): 42.5 Intersection LOS: D Intersection Capacity Utilization 87.5%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)326 388 287 171 315 227 203 1588 110 120 1129 136 v/c Ratio 1.09 0.61 0.70 0.69 0.61 0.63 0.61 0.96 0.13 0.51 0.72 0.17 Control Delay (s/veh)113.2 42.2 26.6 44.6 45.1 23.4 52.3 42.3 1.5 45.7 34.5 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)113.2 42.2 26.6 44.6 45.1 23.4 52.3 42.3 1.5 45.7 34.5 11.6 Queue Length 50th (ft)~196 120 76 83 100 46 63 516 0 38 258 0 Queue Length 95th (ft)#293 163 163 134 140 120 #113 #694 16 m#79 m443 m73 Internal Link Dist (ft)563 355 376 436 Turn Bay Length (ft)275 300 250 200 280 200 270 Base Capacity (vph)297 750 459 245 637 405 330 1647 815 235 1549 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.10 0.52 0.63 0.70 0.49 0.56 0.62 0.96 0.13 0.51 0.73 0.18 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)300 357 264 157 290 209 187 1461 101 110 1039 125 Future Volume (veh/h)300 357 264 157 290 209 187 1461 101 110 1039 125 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 326 388 0 171 315 0 203 1588 0 120 1129 0 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 284 527 239 414 268 1822 173 1723 Arrive On Green 0.10 0.15 0.00 0.07 0.12 0.00 0.08 0.51 0.00 0.05 0.48 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 326 388 0 171 315 0 203 1588 0 120 1129 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 10.1 10.4 0.0 6.9 8.6 0.0 5.8 39.4 0.0 3.4 24.0 0.0 Cycle Q Clear(g_c), s 10.1 10.4 0.0 6.9 8.6 0.0 5.8 39.4 0.0 3.4 24.0 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 284 527 239 414 268 1822 173 1723 V/C Ratio(X)1.15 0.74 0.72 0.76 0.76 0.87 0.69 0.66 Avail Cap(c_a), veh/h 284 753 239 640 290 1822 173 1723 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.3 40.7 0.0 38.6 42.8 0.0 45.2 21.5 0.0 46.7 19.4 0.0 Incr Delay (d2), s/veh 99.0 2.2 0.0 9.8 2.9 0.0 10.1 6.1 0.0 11.4 2.0 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 9.8 4.6 0.0 1.3 3.8 0.0 2.7 15.2 0.0 1.7 9.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 138.3 42.9 0.0 48.4 45.8 0.0 55.3 27.5 0.0 58.1 21.4 0.0 LnGrp LOS F D D D E C E C Approach Vol, veh/h 714 486 1791 1249 Approach Delay, s/veh 86.5 46.7 30.7 24.9 Approach LOS F D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.5 56.8 12.4 20.3 13.3 54.0 15.6 17.1 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.0 44.9 6.9 21.2 8.4 41.5 10.1 18.0 Max Q Clear Time (g_c+I1), s 5.4 41.4 8.9 12.4 7.8 26.0 12.1 10.6 Green Ext Time (p_c), s 0.0 2.7 0.0 1.5 0.0 6.3 0.0 1.0 Intersection Summary HCM 7th Control Delay, s/veh 40.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)2 828 1 1 558 14 1 1 1 28 1 5 Future Volume (vph)2 828 1 1 558 14 1 1 1 28 1 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 0 0 0 0 Storage Lanes 1 0 1 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 Frt 0.996 0.955 0.981 Flt Protected 0.950 0.950 0.984 0.960 Satd. Flow (prot)1770 1863 0 1770 1855 0 0 1750 0 0 1754 0 Flt Permitted 0.950 0.950 0.984 0.960 Satd. Flow (perm)1770 1863 0 1770 1855 0 0 1750 0 0 1754 0 Link Speed (mph)40 40 30 25 Link Distance (ft)1287 643 353 515 Travel Time (s)21.9 11.0 8.0 14.0 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 Adj. Flow (vph)2 900 1 1 607 15 1 1 1 30 1 5 Shared Lane Traffic (%) Lane Group Flow (vph)2 901 0 1 622 0 0 3 0 0 36 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)24 24 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 54.5%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 14 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 828 1 1 558 14 1 1 1 28 1 5 Future Vol, veh/h 2 828 1 1 558 14 1 1 1 28 1 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 150 --0 -------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 900 1 1 607 15 1 1 1 30 1 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 622 0 0 901 0 0 1514 1529 901 1521 1522 614 Stage 1 ------905 905 -616 616 - Stage 2 ------609 624 -905 905 - 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 959 --754 --98 117 337 97 118 492 Stage 1 ------331 355 -478 482 - Stage 2 ------482 478 -331 355 - Platoon blocked, %---- Mov Cap-1 Maneuver 959 --754 --96 117 337 95 118 492 Mov Cap-2 Maneuver ------96 117 -95 118 - Stage 1 ------330 355 -477 481 - Stage 2 ------475 477 -328 354 - Approach EB WB NB SB HCM Control Delay, s/v 0.02 0.02 32.01 54.1 HCM LOS D F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)137 959 --754 --109 HCM Lane V/C Ratio 0.024 0.002 --0.001 --0.339 HCM Control Delay (s/veh)32 8.8 --9.8 --54.1 HCM Lane LOS D A --A --F HCM 95th %tile Q(veh)0.1 0 --0 --1.3 Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 7 9 4 1 3 5 16 3 1 17 1 Future Volume (vph)1 7 9 4 1 3 5 16 3 1 17 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.929 0.949 0.984 0.993 Flt Protected 0.997 0.976 0.990 0.998 Satd. Flow (prot)0 1725 0 0 1725 0 0 1815 0 0 1846 0 Flt Permitted 0.997 0.976 0.990 0.998 Satd. Flow (perm)0 1725 0 0 1725 0 0 1815 0 0 1846 0 Link Speed (mph)25 25 25 25 Link Distance (ft)349 640 515 1458 Travel Time (s)9.5 17.5 14.0 39.8 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 Adj. Flow (vph)1 8 10 4 1 3 5 17 3 1 18 1 Shared Lane Traffic (%) Lane Group Flow (vph)0 19 0 0 8 0 0 25 0 0 20 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 7:30 am 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: AM Peak Hour Page 16 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 7 9 4 1 3 5 16 3 1 17 1 Future Vol, veh/h 1 7 9 4 1 3 5 16 3 1 17 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 8 10 4 1 3 5 17 3 1 18 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 50 53 19 54 52 19 20 0 0 21 0 0 Stage 1 21 21 -30 30 ------- Stage 2 29 32 -24 22 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 950 839 1059 944 840 1059 1597 --1595 -- Stage 1 997 878 -987 870 ------- Stage 2 988 869 -993 877 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 942 835 1059 923 836 1059 1597 --1595 -- Mov Cap-2 Maneuver 942 835 -923 836 ------- Stage 1 997 877 -983 867 ------- Stage 2 981 866 -975 877 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.87 8.8 1.51 0.38 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)364 --948 957 94 -- HCM Lane V/C Ratio 0.003 --0.02 0.009 0.001 -- HCM Control Delay (s/veh)7.3 0 -8.9 8.8 7.3 0 - HCM Lane LOS A A -A A A A - HCM 95th %tile Q(veh)0 --0.1 0 0 -- Lanes, Volumes, Timings JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)3 93 2 79 70 9 1 1 67 5 1 3 Future Volume (vph)3 93 2 79 70 9 1 1 67 5 1 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.997 0.992 0.869 0.955 Flt Protected 0.999 0.976 0.999 0.973 Satd. Flow (prot)0 1855 0 0 1803 0 0 1617 0 0 1731 0 Flt Permitted 0.999 0.976 0.999 0.973 Satd. Flow (perm)0 1855 0 0 1803 0 0 1617 0 0 1731 0 Link Speed (mph)30 30 25 25 Link Distance (ft)1042 642 660 275 Travel Time (s)23.7 14.6 18.0 7.5 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 Adj. Flow (vph)3 101 2 86 76 10 1 1 73 5 1 3 Shared Lane Traffic (%) Lane Group Flow (vph)0 106 0 0 172 0 0 75 0 0 9 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 26.2%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 1: Mars Dr & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 2 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 93 2 79 70 9 1 1 67 5 1 3 Future Vol, veh/h 3 93 2 79 70 9 1 1 67 5 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 101 2 86 76 10 1 1 73 5 1 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 86 0 0 103 0 0 357 366 102 361 363 81 Stage 1 ------109 109 -253 253 - Stage 2 ------248 258 -108 110 - 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 1510 --1489 --598 562 953 595 565 979 Stage 1 ------897 805 -752 698 - Stage 2 ------756 695 -897 804 - Platoon blocked, %---- Mov Cap-1 Maneuver 1510 --1489 --558 527 953 514 530 979 Mov Cap-2 Maneuver ------558 527 -514 530 - Stage 1 ------895 804 -706 656 - Stage 2 ------706 652 -826 803 - Approach EB WB NB SB HCM Control Delay, s/v 0.23 3.78 9.2 10.97 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)932 55 --880 --613 HCM Lane V/C Ratio 0.08 0.002 --0.058 --0.016 HCM Control Delay (s/veh)9.2 7.4 0 -7.6 0 -11 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.3 0 --0.2 --0 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)112 17 50 45 21 60 53 1680 18 35 2115 107 Future Volume (vph)112 17 50 45 21 60 53 1680 18 35 2115 107 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 220 285 225 230 Storage Lanes 0 0 0 0 1 1 1 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.962 0.936 0.850 0.850 Flt Protected 0.970 0.982 0.950 0.950 Satd. Flow (prot)0 1738 0 0 1712 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.653 0.822 0.045 0.064 Satd. Flow (perm)0 1170 0 0 1433 0 84 3539 1583 119 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)13 30 67 83 Link Speed (mph)30 30 55 55 Link Distance (ft)642 472 2118 498 Travel Time (s)14.6 10.7 26.3 6.2 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 Adj. Flow (vph)122 18 54 49 23 65 58 1826 20 38 2299 116 Shared Lane Traffic (%) Lane Group Flow (vph)0 194 0 0 137 0 58 1826 20 38 2299 116 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Lanes, Volumes, Timings JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)23.5 23.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)26.4 26.4 26.4 26.4 10.5 92.6 92.6 11.0 93.1 93.1 Total Split (%)20.3%20.3%20.3%20.3%8.1%71.2%71.2%8.5%71.6%71.6% Maximum Green (s)20.9 20.9 20.9 20.9 5.0 87.1 87.1 5.5 87.6 87.6 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)20.9 20.9 93.3 89.3 89.3 94.1 89.7 89.7 Actuated g/C Ratio 0.16 0.16 0.72 0.69 0.69 0.72 0.69 0.69 v/c Ratio 0.97 0.53 0.46 0.75 0.01 0.24 0.94 0.10 Control Delay (s/veh)108.2 47.4 26.2 8.6 0.1 7.9 28.0 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)108.2 47.4 26.2 8.6 0.1 7.9 28.0 2.7 LOS F D C A A A C A Approach Delay (s/veh)108.3 47.5 9.1 26.5 Approach LOS F D A C Intersection Summary Area Type:Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay (s/veh): 23.4 Intersection LOS: C Intersection Capacity Utilization 84.4%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: College Ave & Skyway Dr Queues JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 5 Lane Group EBT WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)194 137 58 1826 20 38 2299 116 v/c Ratio 0.97 0.53 0.46 0.75 0.01 0.24 0.94 0.10 Control Delay (s/veh)108.2 47.4 26.2 8.6 0.1 7.9 28.0 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)108.2 47.4 26.2 8.6 0.1 7.9 28.0 2.7 Queue Length 50th (ft)155 83 17 192 0 7 874 9 Queue Length 95th (ft)#315 153 m27 m289 m0 15 #1152 28 Internal Link Dist (ft)562 392 2038 418 Turn Bay Length (ft)220 285 225 230 Base Capacity (vph)199 255 125 2431 1108 156 2441 1117 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.54 0.46 0.75 0.02 0.24 0.94 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 2: College Ave & Skyway Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)112 17 50 45 21 60 53 1680 18 35 2115 107 Future Volume (veh/h)112 17 50 45 21 60 53 1680 18 35 2115 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 122 18 54 49 23 65 58 1826 20 38 2299 116 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 174 23 58 112 60 121 128 2429 1084 276 2411 1076 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.07 1.00 1.00 0.03 0.68 0.68 Sat Flow, veh/h 803 140 364 460 370 750 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 194 0 0 137 0 0 58 1826 20 38 2299 116 Grp Sat Flow(s),veh/h/ln 1307 0 0 1580 0 0 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 9.1 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.8 76.6 3.3 Cycle Q Clear(g_c), s 19.2 0.0 0.0 10.1 0.0 0.0 1.3 0.0 0.0 0.8 76.6 3.3 Prop In Lane 0.63 0.28 0.36 0.47 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 255 0 0 292 0 0 128 2429 1084 276 2411 1076 V/C Ratio(X)0.76 0.00 0.00 0.47 0.00 0.00 0.45 0.75 0.02 0.14 0.95 0.11 Avail Cap(c_a), veh/h 255 0 0 292 0 0 137 2429 1084 301 2411 1076 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 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.2 0.0 0.0 49.9 0.0 0.0 33.0 0.0 0.0 5.7 19.0 7.2 Incr Delay (d2), s/veh 12.5 0.0 0.0 1.2 0.0 0.0 2.5 2.2 0.0 0.2 10.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 0.0 0.0 4.2 0.0 0.0 1.2 0.7 0.0 0.3 28.2 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.7 0.0 0.0 51.1 0.0 0.0 35.4 2.2 0.0 5.9 29.3 7.4 LnGrp LOS E D D A A A C A Approach Vol, veh/h 194 137 1904 2453 Approach Delay, s/veh 66.7 51.1 3.2 27.9 Approach LOS E D A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 94.4 26.4 9.9 93.7 26.4 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 5.5 87.1 20.9 5.0 87.6 20.9 Max Q Clear Time (g_c+I1), s 2.8 2.0 21.2 3.3 78.6 12.1 Green Ext Time (p_c), s 0.0 23.5 0.0 0.0 8.0 0.4 Intersection Summary HCM 7th Control Delay, s/veh 20.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. Lanes, Volumes, Timings JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 25 0 1754 2092 27 Future Volume (vph)0 25 0 1754 2092 27 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 630 Storage Lanes 0 1 0 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot)0 1611 0 3539 3539 1583 Flt Permitted Satd. Flow (perm)0 1611 0 3539 3539 1583 Link Speed (mph)25 55 55 Link Distance (ft)640 516 2118 Travel Time (s)17.5 6.4 26.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)0 27 0 1907 2274 29 Shared Lane Traffic (%) Lane Group Flow (vph)0 27 0 1907 2274 29 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 24 24 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min) 15 HCM 7th TWSC JR Engineering 3: College Ave & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 8 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 0 1754 2092 27 Future Vol, veh/h 0 25 0 1754 2092 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -Stop -None -Free Storage Length -0 ---630 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 27 0 1907 2274 29 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -1137 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.32 ---- Pot Cap-1 Maneuver 0 196 0 --0 Stage 1 0 -0 --0 Stage 2 0 -0 --0 Platoon blocked, %-- Mov Cap-1 Maneuver -196 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v26.36 0 0 HCM LOS D Minor Lane/Major Mvmt NBT EBLn1 SBT Capacity (veh/h)-196 - HCM Lane V/C Ratio -0.139 - HCM Control Delay (s/veh)-26.4 - HCM Lane LOS -D - HCM 95th %tile Q(veh)-0.5 - Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)190 307 226 181 358 158 288 1421 169 235 1665 258 Future Volume (vph)190 307 226 181 358 158 288 1421 169 235 1665 258 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)275 300 250 200 280 200 270 0 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.232 0.395 0.950 0.950 Satd. Flow (perm)432 3539 1583 736 3539 1583 3433 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)175 172 116 185 Link Speed (mph)40 40 55 55 Link Distance (ft)643 435 456 516 Travel Time (s)11.0 7.4 5.7 6.4 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 Adj. Flow (vph)207 334 246 197 389 172 313 1545 184 255 1810 280 Shared Lane Traffic (%) Lane Group Flow (vph)207 334 246 197 389 172 313 1545 184 255 1810 280 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 24 24 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft)20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft)20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)94 94 94 94 Detector 2 Size(ft)6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s)16.0 25.1 25.1 14.4 23.5 23.5 18.0 72.5 72.5 18.0 72.5 72.5 Total Split (%)12.3%19.3%19.3%11.1%18.1%18.1%13.8%55.8%55.8%13.8%55.8%55.8% Maximum Green (s)10.5 19.6 19.6 8.9 18.0 18.0 12.5 67.0 67.0 12.5 67.0 67.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)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 Lost Time (s)5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 Act Effct Green (s)29.5 19.0 19.0 26.3 17.4 17.4 13.0 67.9 67.9 12.3 67.1 67.1 Actuated g/C Ratio 0.23 0.15 0.15 0.20 0.13 0.13 0.10 0.52 0.52 0.09 0.52 0.52 v/c Ratio 1.00 0.64 0.64 0.89 0.82 0.47 0.91 0.83 0.20 0.78 0.99 0.30 Control Delay (s/veh)107.8 58.6 24.6 83.5 69.8 11.8 88.6 31.7 7.1 54.1 44.4 12.0 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 (s/veh)107.8 58.6 24.6 83.5 69.8 11.8 88.6 31.7 7.1 54.1 44.4 12.0 LOS F E C F E B F C A D D B Approach Delay (s/veh)61.0 60.2 38.3 41.6 Approach LOS E E D D Intersection Summary Area Type:Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay (s/veh): 45.4 Intersection LOS: D Intersection Capacity Utilization 93.0%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)207 334 246 197 389 172 313 1545 184 255 1810 280 v/c Ratio 1.00 0.64 0.64 0.89 0.82 0.47 0.91 0.83 0.20 0.78 0.99 0.30 Control Delay (s/veh)107.8 58.6 24.6 83.5 69.8 11.8 88.6 31.7 7.1 54.1 44.4 12.0 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 (s/veh)107.8 58.6 24.6 83.5 69.8 11.8 88.6 31.7 7.1 54.1 44.4 12.0 Queue Length 50th (ft)147 141 54 139 169 0 137 571 28 114 613 73 Queue Length 95th (ft)#282 193 147 #216 #238 66 #229 679 68 m122 m#921 m89 Internal Link Dist (ft)563 355 376 436 Turn Bay Length (ft)275 300 250 200 280 200 270 Base Capacity (vph)206 533 387 219 490 367 343 1847 882 331 1827 907 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.00 0.63 0.64 0.90 0.79 0.47 0.91 0.84 0.21 0.77 0.99 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary JR Engineering 4: College Ave & Trilby Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)190 307 226 181 358 158 288 1421 169 235 1665 258 Future Volume (veh/h)190 307 226 181 358 158 288 1421 169 235 1665 258 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 207 334 0 197 389 0 313 1545 0 255 1810 0 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 218 493 229 449 332 1905 303 1874 Arrive On Green 0.08 0.14 0.00 0.07 0.13 0.00 0.10 0.54 0.00 0.18 1.00 0.00 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 207 334 0 197 389 0 313 1545 0 255 1810 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 10.5 11.6 0.0 8.9 14.0 0.0 11.7 46.4 0.0 9.3 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.6 0.0 8.9 14.0 0.0 11.7 46.4 0.0 9.3 0.0 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 218 493 229 449 332 1905 303 1874 V/C Ratio(X)0.95 0.68 0.86 0.87 0.94 0.81 0.84 0.97 Avail Cap(c_a), veh/h 218 536 229 492 332 1905 332 1874 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.8 53.2 0.0 51.2 55.7 0.0 58.4 24.8 0.0 52.7 0.0 0.0 Incr Delay (d2), s/veh 46.6 3.1 0.0 26.6 14.1 0.0 34.5 3.9 0.0 16.4 14.1 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 4.4 5.3 0.0 3.7 7.0 0.0 6.5 18.5 0.0 4.3 3.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 96.4 56.3 0.0 77.8 69.8 0.0 92.9 28.6 0.0 69.2 14.1 0.0 LnGrp LOS F E E E F C E B Approach Vol, veh/h 541 586 1858 2065 Approach Delay, s/veh 71.6 72.5 39.5 20.9 Approach LOS E E D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.9 75.2 14.4 23.5 18.0 74.1 16.0 21.9 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 12.5 67.0 8.9 19.6 12.5 67.0 10.5 18.0 Max Q Clear Time (g_c+I1), s 11.3 48.4 10.9 13.6 13.7 2.0 12.5 16.0 Green Ext Time (p_c), s 0.1 10.0 0.0 1.0 0.0 21.7 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 39.2 HCM 7th LOS D Notes Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)6 701 1 1 798 41 1 1 1 17 1 4 Future Volume (vph)6 701 1 1 798 41 1 1 1 17 1 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 0 0 0 0 0 0 Storage Lanes 1 0 1 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 Frt 0.993 0.955 0.977 Flt Protected 0.950 0.950 0.984 0.962 Satd. Flow (prot)1770 1863 0 1770 1850 0 0 1750 0 0 1751 0 Flt Permitted 0.950 0.950 0.984 0.962 Satd. Flow (perm)1770 1863 0 1770 1850 0 0 1750 0 0 1751 0 Link Speed (mph)40 40 30 25 Link Distance (ft)1287 643 353 515 Travel Time (s)21.9 11.0 8.0 14.0 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 Adj. Flow (vph)7 762 1 1 867 45 1 1 1 18 1 4 Shared Lane Traffic (%) Lane Group Flow (vph)7 763 0 1 912 0 0 3 0 0 23 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)24 24 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 60 60 9 60 60 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 54.5%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 5: Trilby Rd & Mars Dr 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 14 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 701 1 1 798 41 1 1 1 17 1 4 Future Vol, veh/h 6 701 1 1 798 41 1 1 1 17 1 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 150 --0 -------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 762 1 1 867 45 1 1 1 18 1 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 912 0 0 763 0 0 1646 1690 763 1667 1668 890 Stage 1 ------776 776 -892 892 - Stage 2 ------870 914 -776 776 - 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 747 --850 --79 93 405 77 96 342 Stage 1 ------391 408 -337 360 - Stage 2 ------346 352 -391 407 - Platoon blocked, %---- Mov Cap-1 Maneuver 747 --850 --77 92 405 75 95 342 Mov Cap-2 Maneuver ------77 92 -75 95 - Stage 1 ------387 404 -336 360 - Stage 2 ------340 351 -385 404 - Approach EB WB NB SB HCM Control Delay, s/v 0.08 0.01 37.51 60.35 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)114 747 --850 --88 HCM Lane V/C Ratio 0.029 0.009 --0.001 --0.271 HCM Control Delay (s/veh)37.5 9.9 --9.2 --60.3 HCM Lane LOS E A --A --F HCM 95th %tile Q(veh)0.1 0 --0 --1 Lanes, Volumes, Timings JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)1 4 6 12 1 12 16 23 7 1 10 1 Future Volume (vph)1 4 6 12 1 12 16 23 7 1 10 1 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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 Frt 0.921 0.935 0.978 0.990 Flt Protected 0.996 0.976 0.983 0.996 Satd. Flow (prot)0 1709 0 0 1700 0 0 1791 0 0 1837 0 Flt Permitted 0.996 0.976 0.983 0.996 Satd. Flow (perm)0 1709 0 0 1700 0 0 1791 0 0 1837 0 Link Speed (mph)25 25 25 25 Link Distance (ft)349 640 515 1458 Travel Time (s)9.5 17.5 14.0 39.8 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 Adj. Flow (vph)1 4 7 13 1 13 17 25 8 1 11 1 Shared Lane Traffic (%) Lane Group Flow (vph)0 12 0 0 27 0 0 50 0 0 13 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 18.2%ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC JR Engineering 6: Mars Dr & Local Rd 04/29/2024 Trilby & College 4:30 pm 07/01/2045 2045 Future Synchro 12 Light Report Timing Plan: PM Peak Hour Page 16 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 6 12 1 12 16 23 7 1 10 1 Future Vol, veh/h 1 4 6 12 1 12 16 23 7 1 10 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 4 7 13 1 13 17 25 8 1 11 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 74 81 11 79 78 29 12 0 0 33 0 0 Stage 1 14 14 -64 64 ------- Stage 2 60 67 -15 14 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 916 809 1069 910 813 1046 1607 --1579 -- Stage 1 1007 884 -947 842 ------- Stage 2 951 839 -1005 884 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 893 800 1069 889 803 1046 1607 --1579 -- Mov Cap-2 Maneuver 893 800 -889 803 ------- Stage 1 1006 884 -937 833 ------- Stage 2 928 830 -993 883 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.89 8.89 2.53 0.61 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)598 --938 954 147 -- HCM Lane V/C Ratio 0.011 --0.013 0.028 0.001 -- HCM Control Delay (s/veh)7.3 0 -8.9 8.9 7.3 0 - HCM Lane LOS A A -A A A A - HCM 95th %tile Q(veh)0 --0 0.1 0 -- Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 243 277 204 133 232 176 146 1187 83 91 838 101 Future Volume (vph) 243 277 204 133 232 176 146 1187 83 91 838 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 150 0 280 200 270 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.936 0.935 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1744 0 1770 1742 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.128 0.156 0.950 0.950 Satd. Flow (perm) 238 1744 0 291 1742 0 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 34 32 188 243 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 264 301 222 145 252 191 159 1290 90 99 911 110 Shared Lane Traffic (%) Lane Group Flow (vph) 264 523 0 145 443 0 159 1290 90 99 911 110 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 10.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 18.0 37.2 12.0 31.2 19.2 48.4 48.4 12.4 41.6 41.6 Total Split (%) 16.4% 33.8% 10.9% 28.4% 17.5% 44.0% 44.0% 11.3% 37.8% 37.8% Maximum Green (s) 12.5 31.7 6.5 25.7 13.7 42.9 42.9 6.9 36.1 36.1 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 43.7 31.7 32.2 25.7 12.9 42.9 42.9 6.9 36.9 36.9 Actuated g/C Ratio 0.40 0.29 0.29 0.23 0.12 0.39 0.39 0.06 0.34 0.34 v/c Ratio 0.99 0.99 0.84 1.03 0.77 0.93 0.12 0.89 0.77 0.16 Control Delay 80.7 75.3 64.3 90.0 71.2 45.7 0.3 112.4 38.1 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.7 75.3 64.3 90.0 71.2 45.7 0.3 112.4 38.1 0.5 LOS F E E F E D A F D A Approach Delay 77.1 83.6 45.7 41.0 Approach LOS E F D D Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 56.1 Intersection LOS: E Intersection Capacity Utilization 92.6% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 264 523 145 443 159 1290 90 99 911 110 v/c Ratio 0.99 0.99 0.84 1.03 0.77 0.93 0.12 0.89 0.77 0.16 Control Delay 80.7 75.3 64.3 90.0 71.2 45.7 0.3 112.4 38.1 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.7 75.3 64.3 90.0 71.2 45.7 0.3 112.4 38.1 0.5 Queue Length 50th (ft) 137 349 66 ~316 110 453 0 71 304 0 Queue Length 95th (ft) #306 #575 #161 #517 #206 #600 0 #175 383 0 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 150 280 200 270 Base Capacity (vph) 268 526 172 431 220 1380 732 111 1187 692 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.99 0.99 0.84 1.03 0.72 0.93 0.12 0.89 0.77 0.16 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 JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 277 204 133 232 176 146 1187 83 91 838 101 Future Volume (veh/h) 243 277 204 133 232 176 146 1187 83 91 838 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 264 301 222 145 252 191 159 1290 90 99 911 110 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 288 213 171 231 175 188 1386 618 112 1233 550 Arrive On Green 0.11 0.29 0.29 0.06 0.23 0.23 0.11 0.39 0.39 0.06 0.35 0.35 Sat Flow, veh/h 1781 1000 738 1781 987 748 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 264 0 523 145 0 443 159 1290 90 99 911 110 Grp Sat Flow(s),veh/h/ln 1781 0 1738 1781 0 1736 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.2 0.0 31.7 6.5 0.0 25.7 9.6 38.2 4.0 6.1 24.8 5.4 Cycle Q Clear(g_c), s 12.2 0.0 31.7 6.5 0.0 25.7 9.6 38.2 4.0 6.1 24.8 5.4 Prop In Lane 1.00 0.42 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 0 501 171 0 406 188 1386 618 112 1233 550 V/C Ratio(X) 0.99 0.00 1.04 0.85 0.00 1.09 0.84 0.93 0.15 0.89 0.74 0.20 Avail Cap(c_a), veh/h 268 0 501 171 0 406 222 1386 618 112 1233 550 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 29.8 0.0 39.2 34.0 0.0 42.2 48.3 32.1 21.7 51.2 31.5 25.2 Incr Delay (d2), s/veh 50.8 0.0 52.3 31.1 0.0 71.9 22.0 12.5 0.5 51.4 4.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 0.0 20.2 4.4 0.0 18.7 5.2 17.2 1.5 4.2 10.5 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.6 0.0 91.5 65.1 0.0 114.1 70.3 44.6 22.2 102.5 35.5 26.0 LnGrp LOS F A F E A F E D C F D C Approach Vol, veh/h 787 588 1539 1120 Approach Delay, s/veh 87.8 102.0 45.9 40.5 Approach LOS F F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.4 48.4 12.0 37.2 17.1 43.7 18.0 31.2 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.9 42.9 6.5 31.7 13.7 36.1 12.5 25.7 Max Q Clear Time (g_c+I1), s 8.1 40.2 8.5 33.7 11.6 26.8 14.2 27.7 Green Ext Time (p_c), s 0.0 1.9 0.0 0.0 0.1 4.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 60.8 HCM 6th LOS E Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 154 244 177 151 276 132 214 1156 140 195 1347 209 Future Volume (vph) 154 244 177 151 276 132 214 1156 140 195 1347 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 150 0 280 200 270 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.937 0.952 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1745 0 1770 1773 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.134 0.136 0.950 0.950 Satd. Flow (perm) 250 1745 0 253 1773 0 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 17 113 152 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 167 265 192 164 300 143 233 1257 152 212 1464 227 Shared Lane Traffic (%) Lane Group Flow (vph) 167 457 0 164 443 0 233 1257 152 212 1464 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 10.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 14.0 35.4 13.6 35.0 22.2 58.6 58.6 22.4 58.8 58.8 Total Split (%) 10.8% 27.2% 10.5% 26.9% 17.1% 45.1% 45.1% 17.2% 45.2% 45.2% Maximum Green (s) 8.5 29.9 8.1 29.5 16.7 53.1 53.1 16.9 53.3 53.3 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 38.4 29.9 37.6 29.5 16.7 53.1 53.1 16.9 53.3 53.3 Actuated g/C Ratio 0.30 0.23 0.29 0.23 0.13 0.41 0.41 0.13 0.41 0.41 v/c Ratio 0.97 1.09 0.98 1.07 1.03 0.87 0.21 0.93 1.01 0.31 Control Delay 96.2 113.0 101.8 109.1 121.8 43.1 8.3 98.5 64.2 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.2 113.0 101.8 109.1 121.8 43.1 8.3 98.5 64.2 9.9 LOS F F F F F D A F E A Approach Delay 108.5 107.1 51.0 61.6 Approach LOS F F D E Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 69.8 Intersection LOS: E Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 167 457 164 443 233 1257 152 212 1464 227 v/c Ratio 0.97 1.09 0.98 1.07 1.03 0.87 0.21 0.93 1.01 0.31 Control Delay 96.2 113.0 101.8 109.1 121.8 43.1 8.3 98.5 64.2 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.2 113.0 101.8 109.1 121.8 43.1 8.3 98.5 64.2 9.9 Queue Length 50th (ft) 103 ~414 101 ~401 ~209 505 20 179 ~655 39 Queue Length 95th (ft) #238 #629 #234 #614 #377 605 64 #331 #820 96 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 150 280 200 270 Base Capacity (vph) 173 421 167 415 227 1446 713 230 1450 738 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 1.09 0.98 1.07 1.03 0.87 0.21 0.92 1.01 0.31 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 JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day Background - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 244 177 151 276 132 214 1156 140 195 1347 209 Future Volume (veh/h) 154 244 177 151 276 132 214 1156 140 195 1347 209 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 167 265 192 164 300 143 233 1257 152 212 1464 227 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 172 232 168 166 272 129 229 1452 647 232 1457 650 Arrive On Green 0.07 0.23 0.23 0.06 0.23 0.23 0.13 0.41 0.41 0.13 0.41 0.41 Sat Flow, veh/h 1781 1008 731 1781 1197 571 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 167 0 457 164 0 443 233 1257 152 212 1464 227 Grp Sat Flow(s),veh/h/ln 1781 0 1739 1781 0 1768 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.5 0.0 29.9 8.1 0.0 29.5 16.7 42.1 8.2 15.3 53.3 12.8 Cycle Q Clear(g_c), s 8.5 0.0 29.9 8.1 0.0 29.5 16.7 42.1 8.2 15.3 53.3 12.8 Prop In Lane 1.00 0.42 1.00 0.32 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 172 0 400 166 0 401 229 1452 647 232 1457 650 V/C Ratio(X) 0.97 0.00 1.14 0.99 0.00 1.10 1.02 0.87 0.23 0.92 1.00 0.35 Avail Cap(c_a), veh/h 172 0 400 166 0 401 229 1452 647 232 1457 650 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 41.5 0.0 50.1 42.3 0.0 50.3 56.7 35.2 25.2 55.8 38.3 26.4 Incr Delay (d2), s/veh 60.1 0.0 89.9 65.4 0.0 76.2 64.3 7.2 0.9 37.0 24.7 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 0.0 22.7 4.4 0.0 21.2 11.3 18.3 3.2 9.0 26.4 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 101.6 0.0 140.0 107.7 0.0 126.5 120.9 42.4 26.0 92.9 63.1 27.9 LnGrp LOS F A F F A F F D C F F C Approach Vol, veh/h 624 607 1642 1903 Approach Delay, s/veh 129.7 121.4 52.0 62.2 Approach LOS F F D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.4 58.6 13.6 35.4 22.2 58.8 14.0 35.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 16.9 53.1 8.1 29.9 16.7 53.3 8.5 29.5 Max Q Clear Time (g_c+I1), s 17.3 44.1 10.1 31.9 18.7 55.3 10.5 31.5 Green Ext Time (p_c), s 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 75.0 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 243 292 220 133 238 176 153 1187 83 92 845 101 Future Volume (vph) 243 292 220 133 238 176 153 1187 83 92 845 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 150 0 280 200 270 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.936 0.936 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1744 0 1770 1744 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.129 0.157 0.950 0.950 Satd. Flow (perm) 240 1744 0 292 1744 0 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 31 188 243 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 264 317 239 145 259 191 166 1290 90 100 918 110 Shared Lane Traffic (%) Lane Group Flow (vph) 264 556 0 145 450 0 166 1290 90 100 918 110 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 10.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 18.0 37.0 12.0 31.0 19.0 49.0 49.0 12.0 42.0 42.0 Total Split (%) 16.4% 33.6% 10.9% 28.2% 17.3% 44.5% 44.5% 10.9% 38.2% 38.2% Maximum Green (s) 12.5 31.5 6.5 25.5 13.5 43.5 43.5 6.5 36.5 36.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 43.5 31.5 32.0 25.5 12.9 43.5 43.5 6.5 37.1 37.1 Actuated g/C Ratio 0.40 0.29 0.29 0.23 0.12 0.40 0.40 0.06 0.34 0.34 v/c Ratio 0.99 1.06 0.84 1.05 0.80 0.92 0.12 0.96 0.77 0.16 Control Delay 80.7 92.9 64.5 96.6 74.8 43.7 0.3 131.3 38.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.7 92.9 64.5 96.6 74.8 43.7 0.3 131.3 38.0 0.5 LOS F F E F E D A F D A Approach Delay 88.9 88.7 44.5 42.6 Approach LOS F F D D Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 59.3 Intersection LOS: E Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 3 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 264 556 145 450 166 1290 90 100 918 110 v/c Ratio 0.99 1.06 0.84 1.05 0.80 0.92 0.12 0.96 0.77 0.16 Control Delay 80.7 92.9 64.5 96.6 74.8 43.7 0.3 131.3 38.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.7 92.9 64.5 96.6 74.8 43.7 0.3 131.3 38.0 0.5 Queue Length 50th (ft) 137 ~415 66 ~330 115 448 0 72 305 0 Queue Length 95th (ft) #306 #631 #162 #532 #220 #593 0 #181 385 0 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 150 280 200 270 Base Capacity (vph) 268 524 172 428 217 1399 739 104 1193 694 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.99 1.06 0.84 1.05 0.76 0.92 0.12 0.96 0.77 0.16 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 JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 7:30 am 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 292 220 133 238 176 153 1187 83 92 845 101 Future Volume (veh/h) 243 292 220 133 238 176 153 1187 83 92 845 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 264 317 239 145 259 191 166 1290 90 100 918 110 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 283 214 171 232 171 195 1405 627 105 1226 547 Arrive On Green 0.11 0.29 0.29 0.06 0.23 0.23 0.11 0.40 0.40 0.06 0.35 0.35 Sat Flow, veh/h 1781 990 746 1781 1000 738 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 264 0 556 145 0 450 166 1290 90 100 918 110 Grp Sat Flow(s),veh/h/ln 1781 0 1736 1781 0 1738 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.2 0.0 31.5 6.5 0.0 25.5 10.1 37.9 4.0 6.2 25.1 5.4 Cycle Q Clear(g_c), s 12.2 0.0 31.5 6.5 0.0 25.5 10.1 37.9 4.0 6.2 25.1 5.4 Prop In Lane 1.00 0.43 1.00 0.42 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 0 497 171 0 403 195 1405 627 105 1226 547 V/C Ratio(X) 0.99 0.00 1.12 0.85 0.00 1.12 0.85 0.92 0.14 0.95 0.75 0.20 Avail Cap(c_a), veh/h 268 0 497 171 0 403 219 1405 627 105 1226 547 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 29.8 0.0 39.3 34.1 0.0 42.3 48.1 31.6 21.3 51.6 31.8 25.4 Incr Delay (d2), s/veh 50.8 0.0 77.0 31.1 0.0 80.6 24.1 11.0 0.5 71.6 4.2 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 0.0 23.5 4.4 0.0 19.6 5.5 16.8 1.5 4.7 10.6 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.6 0.0 116.2 65.3 0.0 122.8 72.2 42.6 21.8 123.2 36.0 26.2 LnGrp LOS F A F E A F E D C F D C Approach Vol, veh/h 820 595 1546 1128 Approach Delay, s/veh 104.7 108.8 44.6 42.8 Approach LOS F F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 49.0 12.0 37.0 17.5 43.5 18.0 31.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.5 43.5 6.5 31.5 13.5 36.5 12.5 25.5 Max Q Clear Time (g_c+I1), s 8.2 39.9 8.5 33.5 12.1 27.1 14.2 27.5 Green Ext Time (p_c), s 0.0 2.5 0.0 0.0 0.1 4.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 65.5 HCM 6th LOS E Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 154 253 187 151 293 132 237 1156 140 196 1351 209 Future Volume (vph) 154 253 187 151 293 132 237 1156 140 196 1351 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 150 0 280 200 270 0 Storage Lanes 1 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.936 0.953 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1744 0 1770 1775 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.136 0.136 0.950 0.950 Satd. Flow (perm) 253 1744 0 253 1775 0 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 16 113 152 Link Speed (mph) 40 40 55 55 Link Distance (ft) 643 435 456 516 Travel Time (s) 11.0 7.4 5.7 6.4 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 Adj. Flow (vph) 167 275 203 164 318 143 258 1257 152 213 1468 227 Shared Lane Traffic (%) Lane Group Flow (vph) 167 478 0 164 461 0 258 1257 152 213 1468 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Lanes, Volumes, Timings JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 23.5 10.5 23.5 10.5 23.5 23.5 10.5 23.5 23.5 Total Split (s) 14.0 35.0 14.0 35.0 22.0 59.0 59.0 22.0 59.0 59.0 Total Split (%) 10.8% 26.9% 10.8% 26.9% 16.9% 45.4% 45.4% 16.9% 45.4% 45.4% Maximum Green (s) 8.5 29.5 8.5 29.5 16.5 53.5 53.5 16.5 53.5 53.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 38.0 29.5 38.0 29.5 16.5 53.5 53.5 16.5 53.5 53.5 Actuated g/C Ratio 0.29 0.23 0.29 0.23 0.13 0.41 0.41 0.13 0.41 0.41 v/c Ratio 0.97 1.15 0.95 1.11 1.15 0.86 0.21 0.95 1.01 0.31 Control Delay 96.3 134.9 92.0 122.2 156.7 42.4 8.2 104.9 63.7 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.3 134.9 92.0 122.2 156.7 42.4 8.2 104.9 63.7 9.8 LOS F F F F F D A F E A Approach Delay 124.9 114.3 56.9 61.9 Approach LOS F F E E Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 75.3 Intersection LOS: E Intersection Capacity Utilization 101.9% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 4: College Ave & Trilby Rd Queues JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 3 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 167 478 164 461 258 1257 152 213 1468 227 v/c Ratio 0.97 1.15 0.95 1.11 1.15 0.86 0.21 0.95 1.01 0.31 Control Delay 96.3 134.9 92.0 122.2 156.7 42.4 8.2 104.9 63.7 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.3 134.9 92.0 122.2 156.7 42.4 8.2 104.9 63.7 9.8 Queue Length 50th (ft) 103 ~456 101 ~434 ~255 502 20 181 ~655 39 Queue Length 95th (ft) #235 #673 #230 #649 #428 602 64 #337 #821 96 Internal Link Dist (ft) 563 355 376 436 Turn Bay Length (ft) 275 150 280 200 270 Base Capacity (vph) 173 415 173 415 224 1456 717 224 1456 740 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 1.15 0.95 1.11 1.15 0.86 0.21 0.95 1.01 0.31 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 JR Engineering 4: College Ave & Trilby Rd 11/01/2022 Trilby & College 4:30 pm 07/01/2024 2024 Opening Day - No Build Synchro 11 Light Report Timing Plan: PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 253 187 151 293 132 237 1156 140 196 1351 209 Future Volume (veh/h) 154 253 187 151 293 132 237 1156 140 196 1351 209 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 167 275 203 164 318 143 258 1257 152 213 1468 227 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 172 227 167 172 277 125 226 1462 652 226 1462 652 Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.13 0.41 0.41 0.13 0.41 0.41 Sat Flow, veh/h 1781 1000 738 1781 1222 549 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 167 0 478 164 0 461 258 1257 152 213 1468 227 Grp Sat Flow(s),veh/h/ln 1781 0 1738 1781 0 1771 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 8.5 0.0 29.5 8.5 0.0 29.5 16.5 41.9 8.1 15.4 53.5 12.8 Cycle Q Clear(g_c), s 8.5 0.0 29.5 8.5 0.0 29.5 16.5 41.9 8.1 15.4 53.5 12.8 Prop In Lane 1.00 0.42 1.00 0.31 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 172 0 394 172 0 402 226 1462 652 226 1462 652 V/C Ratio(X) 0.97 0.00 1.21 0.95 0.00 1.15 1.14 0.86 0.23 0.94 1.00 0.35 Avail Cap(c_a), veh/h 172 0 394 172 0 402 226 1462 652 226 1462 652 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 41.5 0.0 50.3 41.0 0.0 50.3 56.8 34.8 24.9 56.3 38.3 26.3 Incr Delay (d2), s/veh 60.1 0.0 116.9 55.1 0.0 91.4 103.2 6.8 0.8 43.9 24.4 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 0.0 25.3 6.6 0.0 23.0 13.6 18.1 3.2 9.4 26.4 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 101.6 0.0 167.1 96.2 0.0 141.6 159.9 41.6 25.7 100.2 62.7 27.7 LnGrp LOS F A F F A F F D C F F C Approach Vol, veh/h 645 625 1667 1908 Approach Delay, s/veh 150.1 129.7 58.5 62.7 Approach LOS F F E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.0 59.0 14.0 35.0 22.0 59.0 14.0 35.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 16.5 53.5 8.5 29.5 16.5 53.5 8.5 29.5 Max Q Clear Time (g_c+I1), s 17.4 43.9 10.5 31.5 18.5 55.5 10.5 31.5 Green Ext Time (p_c), s 0.0 5.5 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 81.5 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green.