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ZMA201900004 Study Zoning Map Amendment 2020-03-02
plb)C EPR, PAC. "ENGINEERING & PLANNING RESOURCES""E 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 TO: KEITH LANCASTER MEMORANDUM FROM: BILL WUENSCH, P.E., PTOE ORGANIZATION: SOUTHERN DEVELOPMENT DATEr MARCH 02ND, 2018 PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: BREEZY HILL TRAFFIC IMPACT STUDY YOUR REFERENCE NUMBER: ❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE Breezy Hill Traffic Impact Study 1. Introduction Purpose The purpose of this study is to examine the impact of the proposed Breezy Hill development on the nearby intersections in Albemarle County, Virginia. Project Background and Location The proposed Breezy Hill development (full build scenario) will consist of 195 single family homes located south of Route 250 and west of Running Deer Drive in Albemarle County, Virginia. Figure 1 illustrates the location and the vicinity of the proposed Breezy Hill development. Obiective The objective of this study includes the examination of the turn lane warrants and the analyses of the level of service, v/c ratio, delay, and queues at the study intersections for existing condition for year 2018, no build condition for horizon year of 2023, and build condition for horizon year of 2023. The study intersections are illustrated in Figure 2 and include: 1. Route 250 and Running Deer Drive 2. Route 250 and the New Site Entrance 3. Route 250 and Route 22 4. Route 250 and N Milton Road p�C EPR. P,C. "ENGINEERING & PLANNING RESOURCES" E 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 2. Analysis Methodology Assumptions In this study, the proposed Breezy Hill development is assumed as a one phase build -out development to be completed in year 2023. The full build scenario is assumed to consist of 195 single family homes located south of Route 250 and west of Running Deer Drive. Other important assumptions in this study include the followings: • The annual vehicle trip growth rate was discussed and approved by VDOT, and was assumed as 2% per year. • The trips associated with Rivanna Village (per the prior TIA, and as adjusted for a subsequent decrease in intensity) were discussed and approved by VDOT, and were assumed as illustrated in Figure S. • Site trip distribution and assignment was discussed and approved by VDOT, and were assumed as illustrated in Figure 7 and Figure 8. Analysis Years and Scenarios The analysis years in this study include the existing year 2018 and the horizon year 2023. The scenarios in this study include the existing scenario, the 2023 no build scenario, and the 2023 build scenario. Turn Lane Warrant VDOT turn lane warrants were evaluated for the intersection of Route 250 and Running Deer Drive in all scenarios and for the intersection of Route 250 and the New Site Entrance in the 2023 build scenario. The turn lane warrant forms per the VDOT Road Design Manual were examined in this study. 3. Existing Scenario for Year 2018 Data Collection and Existing Traffic Volumes The traffic counts at the intersection of Route 250 and Running Deer Drive, the intersection of Route 250 and Route 22, and the intersection of Route 250 and N Milton Drive were performed on Tuesday, January 30th, 2018, a typical weekday while schools were in session and no special event occurred. The traffic count results are illustrated in Figure 3 and the traffic count sheets are included in the attached Appendix A. 2 pj�,)C EPR, "ENGINEERING & PLANNING RESOURCES"E 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 Existing Sienal Timings The existing signal timing plans at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive were obtained from VDOT and are included in the attached Appendix B. The documentation indicates that the existing traffic signals for the following movements have been coordinated during the morning and afternoon peak hours: • Morning peak hour- * Eastbound and westbound through movements at the intersection of Route 250 and Route 22; o Northbound left turn movement at the intersection of Route 250 and N Milton Drive • Afternoon peak hour- o Eastbound and westbound through movements at the intersection of Route 250 and Route 22; o Eastbound and westbound through movements at the intersection of Route 250 and N Milton Drive. Existing Anal sis Results Synchro and SimTrafdc (version 9.2) were. used to analyze the traffic operations at the study intersections in the existing scenario. The level of service, v/c ratio, delay, and queue results are summarized in Table 1, and included in Appendix C (Synchro reports including level of service, v/c ratio, and delay) and Appendix D (SimTraffic reports including maximum queue). Table 1 Existine Traffic Oneration Summary Intersection Approach Movement Storage Length h ExistingAM Existing PM LOS V C / Bela y Queue LOS V/C Delay Queue 1. Route 250/ Running Deer Route 250 EB EBT - A 0.00 0.0 0 A 0.00 0.0 0 Route 250 EB EBR 200 A 0.00 0.0 0 A 0.00 0.0 0 Route 250 WB WBL/WBT - A 0.01 0.1 10 A 0.01 0.2 10 Running Deer NB NBL/NBR - B 0.05 10.3 59 B 0.05 12.3 63 Intersection Overall A 1.2 A 0.6 3. Route 25 Routee 22 Route 250 EB EBL - C 0.68 27.9 1 196 D 0.92 43.9 411 Route 250 ES EBT - B 0.24 12.8 180 D 0.96 43.4 521 Route 250 EB EBR 350 A 0.00 0.0 51 A 0.00 0.0 1 110 Route 250 WB WBL 280 B 0.04 10.4 303* C 0.01 23.4 15 Route 250 WB WBT - D 0.72 43.8 825 C 0.34 30.9 275 Route 250 WB WBR 270 A 0.00 0.0 300a A 0.00 0.0 83 Quarry NB NBL/NBT/NBR - E 0.30 60.2 88 D 0.07 50.8 66 Route 22 5B 5BL/SBT - E 0.40 58.3 75 D 50.9 58 Route 22 SB SBR 700 A 0.00 0.0 0 A t.29 0.0 intersection Overall D 35.5 D 41.7 3 Epl�PC EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, WA 22902 Route 250 EB EBT 0.57 57.0 207 ^ B 10.50 11,3 ; 636 4. Route 250/ Route 250 EB rEBR 80 D 0.19 51.$ 130* A 0.31 i 9.6 130* Route 250 WB WBL 140 D 0.43 40.6 180• A 0.07 7.2 58 Route 250 WB WBT 1) 0.83 46.8 386 A 0.13 3.9 110 N Wton N Milton NB rNBL B j 0.39 13.3 362 58.3 212 N MiltonNB NBR 200 A 0.03 9.5 107 D *013 44.4 40 Intersection Overall C 34.0 B15.4 * The queues with asterisk symbol are reported as high values since those vehicles are caught in the through lane queues. However, the SimTraffic simulation indicates that there is minimal queuing stored in those turn lanes. Level of Service In the existing conditions, all the study intersections operate at LOS D or better. All the movements operate at LOS D or better with the following exceptions: i At the intersection of Route 250 and Route 22, Quarry northbound movement and Route 22 southbound combined left turn and through movement operate at LOS E in the morning peak hour; At the intersection of Route 250 and N Milton Drive, Route 250 eastbound through movement operates at LOS E in the morning peak hour and N Milton Drive northbound left turn movement operates at LOS E in the afternoon peak hour. Queues The results indicate long queues on Route 250 westbound and eastbound through movements at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive. This is due to the very high through traffic volumes on Route 250 westbound in the morning peak hour and on Route 250 eastbound in the afternoon peak hour which are very close to the capacity. The results also report high values tar the queues on turning movements (with asterisk symbol in the table) at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive since those vehicles are caught in the through lane queues. However, the SimTraffic simulation indicates that there is minimal queuing stored in those turn lanes. WC Ratio The results indicate that, in the existing scenario, all the movements operate within the capacity, with all v/c ratios at 1.00 or below. 4. No Build Scenario for Horizon Year of 2023 2023 No Build Traffic Volumes The annual trip growth rate of 2% per year as discussed and approved by VDOT was applied to factor up the existing traffic volumes to derive 2023 background traffic volumes. Figure 4 illustrates the 2023 background traffic volumes. As discussed and approved by VDOT, the trips associated with Rivanna Village (per the prior TIA, and as adjusted for decreased intensity) as EPR, P,C. "ENGINEERING & PLANNING RESOURCES" EPRPC 902E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, YA 22902 illustrated in Figure 5 were added to the 2023 background traffic volumes and resulting the 2023 no build traffic volumes. Figure 6 illustrates the 2023 no build traffic volumes. Signal Timings In the 2023 no build scenario, this analysis optimizes the signal coordination at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive. 2023 No Build Analysis Results The Synchro and SimTraffic (version 9.2) were used to analyze the traffic operations at the study intersections in the 2023 no build scenario. The level of service, v/c ratio, delay, and queue results are summarized in Table 2, and included in Appendix C (Synchro reports including level of service, v/c ratio, and delay) and Appendix D (SimTraffic reports including maximum queue). Table 2 2023 No Built! Traffic Operation Summary Intersection Approach Movement Storage Length Existing AM Existing PM LOS V/C Delay Queue LOS I V/C belay Queue 1. Route 250/ Running Deer Route 250 EB EBT - A 0.00 0.0 0 A 0.00 0.0 0 Route 250 EB EBR 200 A 0.00 0.0 0 A 0.00 0.0 0 Route 250 WB WBL/WBT - A 0.01 0.1 13 A 0.01 0.1 10 Running Deer NB NBL/NBR - 8 0.07 1 11.1 60 B 0-07 14.3 72 Intersection Overall A 1.0 A 0.6 3. Route 25 Routee 22 Route 250 EB EBL - D 0.58 48.0 324 A 0.68 8.8 493 Route 250 EB EBT - B 0.29 12.6 237 C 0.88 27.6 525 Route 250 EB EBR 350 A 0.00 0.0 60 A 0.00 0.0 78 Route 250 WB WBL 280 C 0.08 23.6 329* C 0.01 25.5 18 Route 250 WB WBT - 1,13 70.9 932 A 0.36 0.8 385 Route 250 WB WEIR 270 A 0.00 0.0 300* A 1 0.00 1 0.0 220 Quarry NB NBL/NBT/NBR - 0.35 66.9 108 F 0.10 96.7 64 Route 22 SB SBL/SBT - 0.52 66.9 91 F 0.77 120.6 164 Route 22 SR SBR 700 A 0.00 0.0 6 A 0.00 0.0 Intersection Overall 55.1 C 20.6 4. Route 250/ N Milton 1 Route 250 EB EBT - C 0.50 1 27.6 181 A 0.74 1.3 938 Route 250 EB EBR 80 C 0.13 24.1 129* A 1 0.40 0.3 130* Route 250 WB WBL 140 B 0.34 15.9 180* A 0.13 5.5 99 Route 250 WB WBT - B 0.74 19.0 579 A 0.22 4.5 135 N Milton NB NEIL - I C 0.82 32.8 1089 0.81 59.0 214 N Milton NB NBR 200 B 0.05 15.6 325* D 0.05 40.1 60 Intersection Overall C 1 1 24.5 A 7.4 * The queues with asterisk symbol are reported as high values since those vehicles will be caught in the through lane queues (for N Milton Drive northbound, will be caught in the left turn lane queues). However, the S1mTrafc simulation indicates that there will be minimal queuing stored in those turn lanes. Note that the future optimization of coordinated signal timings results in an overall decrease in intersection delay for the intersection of Route 250 and N Milton Drive, while some of the individual movements will have decreased level of service. Optimizing the signal timings is standard procedure for these types of studies. For the purpose of examining future traffic impacts In the future year, the real comparison is between future no -build and build, versus today's existing conditions and the future conditions. Eplo( EPR, P.C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 Level of Service In the 2023 no build scenario, all the study intersections will operate at LOS D or better with the exception that the intersection of Route 250 and Route 22 will operate at LOS E in the morning peak hour. All the movements will operate at LOS D or better with the following exceptions: • At the intersection of Route 250 and Route 22, Route 250 westbound through movement will operate at LOS F in the morning peak hour, Quarry northbound movement and Route 22 southbound combined left turn and through movement will operate at LOS E in the morning peak hour and at LOS F in the afternoon peak hour; • At the intersection of Route 250 and N Milton Drive, N Milton Drive northbound left turn movement will operate at LOS E in the afternoon peak hour. Queues The results indicate long queues on Route 250 westbound and eastbound through movements and N Milton Drive northbound left turn movement at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive. This is due to the very high through traffic volumes on Route 250 westbound in the morning peak hour which will be beyond the capacity and on Route 250 eastbound in the afternoon peak hour which will be very close to the capacity. The results also report high values for the queues on turning movements (with asterisk symbol in the table) at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive since those vehicles will be caught in the through lane queues (for N Milton Drive northbound, will be caught in the left turn lane queues). However, the SimTraffic simulation indicates that there will be minimal queuing stored in those turn lanes. WC Ratio The results indicate that, in the 2023 no build scenario, all the movements will operate within the capacity with all v/c ratios at 1.00 or below, with the exception that Route 250 westbound through movement will operate beyond the capacity with the v/c ratio at 1.13. S. Trip Generation, Distribution, and Assignment Trip Generation In this study, the proposed Breezy Hill development is assumed as a one phase build -out development to be completed in year 2023. The full build scenario is assumed to include 195 single family homes located south of route 250 and west of Running Deer Drive. The Institute of Transportation Engineers (ITE) Trip Generation Manual loth Edition was used to estimate the trips generated by the proposed Breezy Hill development. Table 3 summarized the land use descriptions, ITE land use code, size and anticipated trips. Per VDOT traffic study guidelines, no internal capture or pass -by rate was assumed. 6 EPRP EPR, PAC. "`ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 Table 3 Trip Generation AM PM Use Description ITE Qty Daily in I out in Out Single Family Detached 210 195 1,922 36 1 107 122 1 71 Peak Hour Trips total 1,922 143 193 As indicated in Table 3, approximately 1,922 new daily trips, 143 new morning peak hour trips, and 193 new afternoon peak hour trips were estimated for the proposed Breezy Hill development. Trip Distribution and Assignment As discussed and approved by VDOT, the site trip distribution and assignment were assumed as illustrated in Figure 7 and Figure 8. 6. Build Scenario for Horizon Year of 2023 2023 Build Traffic Volumes The site trip assignment as illustrated in Figure S were added to the 2023 no build traffic volumes as illustrated in Figure 6 resulting the 2023 build traffic volumes. Figure 9 illustrates the 2023 build traffic volumes. Turn Lane Warrants VDOT turn lane warrants were evaluated for the intersection of Route 250 and Running Deer Drive in all scenarios and for the intersection of Route 250 and the New Site Entrance in the 2023 build scenario. The turn lane warrant forms are included in Appendix E and the results are summarized in the below Table 4. Table 4 Turn Lane Warrant Summary Intersection Route 2SO/Running Deer Route 250/New Site Entrance Turning Movement wBL WBL EBR Existing Turn Lane Warrant AM No Left Turn Lane Required - PM No Left Turn Lane Required 2023 No Build Turn Lane Warrant AM No Left Turn Lane Required PM No Left Turn Lane Required 2023 Build Turn Lane Warrant AM No Left Turn Lane Required No Left Turn Lane Required No Right Turn Lanes or Tapers Required PM No Left Turn Lane Required No Left Turn Lane Required Full-vAdth Turn Lane and Taper Required The results in Table 4 indicate that, no left turn lane is required at the intersection of Route 250 and Running Deer Drive in all scenarios; and a full -width right turn storage lane and taper is required at the intersection of Route 250 and the New Site Entrance in the 2023 build scenario. New turn lanes and tapers should be designed per the VDOT minimum turn lane requirements. Signal Timings To examine the difference between 2023 no build and build scenarios, in the 2023 build scenario, this analysis utilizes the same (as 2023 no build scenario) signal timing at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive, but optimizes the offset. pl?d)C E EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 2023 Build Analysis Results The Synchr'o and SimTraffic (version 9.2) were used to analyze the traffic operations at the study intersections in the 2023 build scenario. The level of service, v/c ratio, delay, and queue results are summarized in Table 5, and included in Appendix C (Synchro reports including level of service, v/c ratio, and delay) and Appendix D (SimTraffic reports including maximum queue). Table 5 2023 Build Traffic Operation Summary I Intersection Approach Movement Storage 2023 Build AM Length LOS WC ! Delay Queue 2023 Build PM LOS WC Delay + Queue Route 250 ES EBT - A 0.00 0.0 0 A 0.00 0-0 0 12Route % e Route 250 EB EBR 24D A 0.00 0.0 0 A 0.00 0.0 0 Running Route 254 `NB I WBULtiBT i A 0.01 0.2 25 A 0.01 ' 0.5 33 Running Deer NB t NBL/NBR B : 0.17 12.4 74 r 0.17 16.2 94 Deer Intersection Overall A 2.3 A 1.4 ' Route 250 EB i EBT - A 0.00 0.0 0 A 0.00 0.0 0 2. Route Route 250 EB EBR 244 _ A 0.00 0.0 0 A 0.00 1 0.0 1 0 250/ Sits Entrance Route 250 WB WBUWBT A 0,01 0.1 3 A 0.01 0.3 32 'Site Entrance NB I NBLjNBR I - B 0.11 12.7 54 C 0.11 ! 16.9 • 55 Intersection Overall A 1.3 A 0.8 Route 250 EB EBL D 0.65 52.7 412 A 0.71 9.2 493 Route 250 EB • EST B 0.32 12.9 258 D 1 0.96 39.8 i 527 , Route 25D EB EBR _ 350 A 0.00 D.0 51 A 0.00 0.0 67 Route 250 WB WBL 280 ! C 0.08 22.0 329" D E M01 39.2 21 3'20� a Route 254 WB VBT 1.17 83.5 932 1.0 420 5 Route 250 WB LWBR 270 A 0.00 OA 300" A 0.00 0.0 256 Route 22 NB N3UNBT/VBR - _ i 0.35 66.9 i 120 i ! 0.10 1 96.7 1 76 _Quarry Route 22 56 SBL/SBT 0.53 67.2 86 0.77 ' 120.5 1' 152 _ Route 225B 5BR 704 i A i 0.00 0.0 0 A 0.00 Interse&ion Overali 63.5 C 27.2 Route 250 EB EBT - I C 0.57 29.0 219 A 0,84 0.9 939 Rout Route 250 EB EBR 84 i C i 0.13 24.1 130" A 0.41 ._ 01 5.5 130* Route 25D WB WBL � h 1064. 250/ Route 250 WB WBT C 0.86 25.7 625 A 0.27 4.8 162 N Milton N Milton NB NBL C 0.82 32.9 1109 0.81 59.0 194 N Milton NB NBR 200 B 0.05 15.6 325" D 0.06 40A 58 Intersection Overall C 27,2 A 6.7 , * The queues with asterisk symbol are reported as high values since those vehicles will be caught in the through lane queues (for N Milton Drive northbound, will be caught in the left turn lane queues). However, the Sim Traffic simulation indicates that there will be minimal queuing stored in those turn lanes. Level of Service In the 2023 build scenario, all the study intersections will operate at LOS D or better with the exception that the intersection of Route 250 and Route 22 will operate at LOS E in the morning peak hour. All the movements will operate at LOS D or better with the following exceptions: At the intersection of Route 250 and Route 22, Route 250 westbound through movement will operate at LOS F in the morning peak hour, Quarry northbound movement and Route 22 southbound combined left turn and through movement will operate at LOS E in the morning peak hour and at LOS F in the afternoon peak hour; At the intersection of Route 250 and N Milton Drive, N Milton Drive northbound left turn movement will operate at LOS E in the afternoon peak hour. EPR, PAC. "ENGINEERING & PLANNING RESOURCES" FPRT)c 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 Queues The results indicate long queues on Route 250 westbound and eastbound through movements and N Milton Drive northbound left turn movement at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive. This is due to the very high background through traffic volumes on Route 250 westbound in the morning peak hour which will be beyond the capacity and on Route 250 eastbound in the afternoon peak hour which will be very close to the capacity. The results also report high values for the queues on turning movements (with asterisk symbol in the table) at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive since those vehicles will be caught in the through lane queues (for N Milton Drive northbound, will be caught in the left turn lane queues). However, the SimTraffic simulation indicates that there will be minimal queuing stored in those turn lanes. WC Ratio The results indicate that, in the 2023 build scenario, all the movements will operate within the capacity with all v/c ratios at 1.00 or below, with the exception that Route 250 westbound through movement will operate beyond the capacity with the v/c ratio at 1.17. 7. Comparison of 2023 No Build and 2023 Build Scenarios Comparing the traffic operation results in the 2023 no build and 2023 build scenarios as indicated above, the changes in terms of level of service, v/c ratio, delay, and queue are very minor. In 2023 build scenario, the same as in the 2023 no build scenario, all the study intersections will operate at LOS D or better with the same exception that the intersection of Route 250 and Route 22 will operate at LOS E in the morning peak hour and all the movements will operate at LOS D or better with the same exceptions. In 2023 build scenario, the same as in the 2023 no build scenario, long queues will continue to occur on the Route 250 westbound and eastbound through movements and N Milton Drive northbound left turn movement at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive. This is due to the very high background through traffic volumes on Route 250 westbound in the morning peak hour. In 2023 build scenario, the same as in the 2023 no build scenario, queues on turning movements at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Drive are reported since those vehicles will be caught in the through lane queues (for N Milton Drive northbound, will be caught in the left turn lane queues). However, the SimTraffic simulation indicates that there will be minimal queuing stored in those turn lanes. In 2023 build scenario, the same as in the 2023 no build scenario, all the movements will operate within the capacity with all v/c ratios at 1.00 or below, with the same exception that Route 250 westbound through movement will operate beyond the capacity. 9 EP10c902 IPR, P,C. "ENGINEERING & PLANNING RESOURCES" E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 Table 6 provided detail regarding the changes from the 2023 no build scenario to the 2023 build scenario. T2h1a F rhnnvac frnm 7n74 Nn Build Scanarin to 2023 Build Scenario ! Intersection Approach Movement i � _I 5tarage Length Changes AM _ Changes PM LOS WC Delay QueueLOS LOS _V/C Delay _,-queue �'- Route 250 EB EBT 1. Route Rout "- E13R 7501 Route 250 WB WBL/WBT - - - - - - - 200 - - - - - - - - - - 0.1 12 i wB-C 0.4 23 Running r Running Deer NB PiBLJNBR Intersection Overali - 0.10 1.3 _l 14 0.10 1.9� 22 1.3 1 o,8 Route 250 EB 2. Route Route 250 EB 250/ i Route 250 WB Site Entrance site Entrance NB intersection EBT - Not Applicable EBR 200 WBLAIVBT NBL/NBIR Overall Route 250 EB EBL - 0.07 4.7 88 0A3 0.4 - Route 250 EB Route 250 ES Route 250 WB EBT - - 0.03 0.3 21 C-D 0.08 12.2 2 EBR , 350 - - - -9 1 -11 WBL 280 - - -1.6 - C-D I - 13.7 3 3. Route Route 2505YB 250/ Route 250 WB WBT - 0.04 12.6 - - 0.05 0.2 35 WBR 270 - - - - i - - 36 Route 22 I Quarry NB NBLI%iB.(NBR - - - 12 - - 12 Route 22 SR i Route 22 SB SBL/SBT - 0.01 0.3 -5 - -0.1 -12 S3R 700 -6 = -I Intersection Overall 8.4 , 6.6 i Route 250 EB Route 250 EB 4. Route Route 250 WS EBT - EBR 8o - 0.07 - 1.4 - 38 1 1 - 0.10 i 0.01 -0,5 1 -0.2 - WBL 140 - 0.05 0.5 1 - 1 0.02 - 7 250/ Route 250 WB WBT - B-C 0.12 6.7 46 ; - : 0,05 0.3 27 N Milton I N Milton NB NBL - - 20 0.00 - -20 N Wtor NB NBR 200 - - - - 0.01 - -2 ' �� Intersection Overall - i 2.7 -0.7 - = No change B-C = B changes to C u..3 = increase U.S -u.1= uecrease u- i 8. Findings and Conclusions Based on the analyses above in this report, the changes from the 2023 no build scenario to the 2023 build scenario is very minor and the impact of the proposed Breezy Hill development on the nearby intersections is minimal. The recommendation based on this study associating with the proposed Breezy Hill development includes the following: • Build a full -width eastbound right turn storage lane and taper at the intersection of Route 250 and the New Site Entrance in the 2023 build scenario. The new turn lane and taper should be designed per the VDOT minimum turn lane requirements. End of Memorandum it, v E1�{�1� pl;U)C EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 1 902 E JEFFERSON STREET, SUITE 101, CHARLOTTESVILLE, VA 22902 Attachments — Figures Figure 1 Project Location and Vicinity Figure 2 Study Intersections Figure 3 Existing (2018) Traffic Volumes Figure 4 Future (2023) Background Traffic Volumes Figure 5 Rivanna Village Traffic Volumes Figure 6 Future (2023) No Build Traffic Volumes Figure 7 Site Trip Distribution Figure 8 Site Trip Assignment Figure 9 Future (2023) Build Traffic Volumes Tables Table 1 Existing Traffic Operation Summary Table 2 2023 No Build Traffic Operation Summary Table 3 Trip Generation Table 4 Turn Lane Warrant Summary Table 5 2023 Build Traffic Operation Summary Table 6 Changes from 2023 No Build Scenario to 2023 Build Scenario Appendix Appendix A Traffic Count Sheets Appendix B Existing Signal Timing Sheets Appendix C Synchro Analysis Outputs Appendix D SimTraffic Analysis Outputs Appendix E Turn Lane Warrant Sheets 11 Breezy Hill Traffic Impact Study I Figure 1: Project Location and Vicinity LEGEND N oo a�� 1.600 2440ft. ROAD NEMORK I PROJECT LOCATION I PC PARCEL Breezy Hill Traffic Impact Study I Figure 2: Study Intersections LEGEND — ROAD NETWORK PROJECT LOCATION • 0 400 800 loco 2400 H. ry -- EPRPc PARCEL I STUDY INTERSECTIONS Breezy Hill Traffic Impact Study Figure 3: Existing (2018) Traffic Volumes 3 �— 2211106 4/2 WA Rt250 Rt250 2 4 1031382---li- 1081414--00- 1 _ b Running Deer Entrance .'� ,• � `' �� � y°_ err % � ; ,+ ::,, , �`.\.�-�,`-�-r',�... ,` __-� %'"� A. Rt22^ ! ; 45118 v 6881290 361/172`2•x 1611 94126 3 �I Breezy Hill Rt250 i Rt250 184/510� 122l560—► LO 231I907 ---i► t 149/443 11/2 N Milton ;,� ✓ .. �' tom- _ _-.1 LEGEND 0 400 800 _ 1600 2400ft. N ROAD NETWORK PROJECT LOCATION XXIXX Traffic Volumes AM/PM EPRpc �---- PARCEL i STUDY INTERSECTIONS Breezy Hill Traffic Impact Study I Figure 4: Future (2023) Background Traffic Volumes • 0 400 800 IWO MOM LEGEND N r--� � ROAD NETWORK - PROJECT LOCATION XX/XX TraftVoI==AM/PM EPRpc PARCEL 1 STUDY INTERSECTIONS Breezy Hill Traffic Impact Study 1 Figure 5: Rivanna Village Traffic Volumes 3 �� tom_' i �- 32163 -0— 32/63 �010 N/A �_ L Rt250 1 Rt250 4 !�J,. 34I55—� 34/55 0/0 v o N/A� 4 Running Deer Entrance i� T r f 1 + ✓ a Rt22 i �8125 ;s o f---136173-144/98 3 4 > - Breezy Flat 1 Rt250 Rt25D 0 10 � o 0 5311$4--10 491146OID^^�_ 010 '{ N Milton LEGEND N 0 — ----------------- 900 -_ SsoO 2400ft ROADNETWORK PROJECT LOCATION XX/XX Traffic Volumes AM/PM ---'— PARCEL i STUDY INTERSECTIONS EPIpc Breezy Hill Traffic Impact Study Figure 6: Future (2023) No Build Traffic Volumes • 0 400 800 1800 2400 it A_ END,, IN ; ---- ; - � ROAD NETWORK . PROJECT LOCATION XXM TrafficVolumuAMJPM EPRPc ---° PARCEL 1 STUDY INTERSECTIONS Breezy Hill Traffic Impact Study I Figure 7: Site Trip Distribution 3 � 44.5%142.9% ry- ;5 ,' ;'' Rt25O Rt250 5.5%l7:1%�cli _. todo jIQ L6 Running Deer Entrance Rt22 ~: > 4.2%16.9% �— 74.1 %173.1 % 78.4%/80.0% 010 10.6%/5.7% �' k " ' � j 2 3 4 ' Breezy Hill Rt250 q� * Rt250 I " r, 010 --► 0100/0 � o' N Milton LEGEND �� ROAD NEMORK PROJECT LOCATION XXIXX Traffic Mum AM/PM PARCEL i STUDY INTERSECTIONS N0 400 800 1600 2400ft- EP1w Breezy Hill Traffic Impact Study 1 Figure 8: Site Trip Assignment 3 -0— 48/30 1 Z 4 _ Rt250 R1250 r ; Runni Deer Entrance l w n TP, 2 79152 f-- 84157; `o 0/0 11/4 i — 2 3 4 ; . ,h BreM HIII Rt250 ` * Rt250 010,.�` to �—► J.�, i 010 N Milton 0 400 800 VM 2400IL LEGEND N r— �� ROAD NETWORK PROJECT LOCABON XX/XX Tlaftle alamesAM/PM EPRPc PARCEL i STUDY INTERSECTIONS Breezy Hill Traffic impact Stud_ Figure 9: Future (2023) Build Traffic Volumes 3 _ ��_� ` '• +. �- 252/168 3231210 �8110 �318 1 Rt250 Rt250 �. 1671564 20189 15/53 ^� G M Running Deer Entrance 4 ,��..�-F Syr-, - � f-L. f j.:1 4, j1 J. •�*.` v,!'� � "' -• 4 '� , y Y- ,q, Rt22 QD 62150 i r 0 0 to 972444 1$11 625/344 133156 ,� " ' , ♦ - - ZL0 $00- 3 4 = . Breery HIII Rt250 Rt25o y 20215$1 1 214/884 330/1245 T N 1641487 p 121E N Milton LEGEND 0 400 800 1600 2400 ft. ROAD NETWORK PROJECT LOCATION XXIXX Traffic Volumes AM/PM EPIDW"c —� PARCEL i STUDY INTERSECTIONS EPR, PAC. "ENGINEERING& PLANNING RESOURCES" EPPd)c 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendices Epj�pCPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix A Traffic Count Sheets 757.478.6761 LSmith@DataCoifectionGroup.net File Name : Richmond and Running Deer Site Code : 00000000 Start Date : 1/30/2018 Page No : 1 Groups Printed- Passenger Veh - Trucks Richmond Running Deer Richmond From North From East_. _ _.. _ From South....__ _ From West_ StartTiMe: Right Thru Left Peds App. Total Right Thru. Lett Peels Nm_-Tow Right Thru Left Peds App. Tow Right Thru Left! Peds Ap1- Int.Total 07:00 AM 0 0 0 0 0 0 50 1 0 51 0 0 6 0. 6 0 23 0 0 11p-Tome 23 80 07:15 AM 0 0 0 0 0 0 61 1 0 62 2 0 9 0 11 2 19 0 0 21 94 07:30 AN, 0 0 0 0 0 0 46 0 0 46 5 0 6 0 11 2 22 0 0 24 81 07:45 AM 0 0 0 0 0 0 40 2 0 42 4 0 3 0 7 1 39 0 0 40 89 Iota; 0 0 0 0 D 0 197 4 0 201 11 0 24 0 35 5 103 0 0 106 344 08:00 AM 0 0 0 0 0 0 31 1 0 32 2 0 5 0 7 3 36 0 0 39 78 08:15 AM 0 0 0 0 0 0 31 2 0 33 3 0 1 0 4 4 20 0 0 24 61 08:30 AM 0 0 0 0 0 0 35 0 0 35 3 0 5 0 8 1 35 0 0 36 79 08:45 AN . 0 0 0 0 0 0 34 0 0_ 34 0 __. _0 6 0 5 0 25 Q 0 2b i 64 Tota: 0 0 0 0 0 0 131 3 0 134 $ 0 16 0 24 8 116 0 0 124 ; 282 BREAK — 04:00 PM 0 0 0 0 0 0 21 0 0 21 0 0 1 0 1 7 86 0 0 93 115 04:15 PM 0 0 0 0 0 0 24 6 0 30 0 0 2 0 2 10 73 0 0 83 115 04:30 PM 0 0 0 0 0 0 19 0 0 19 3 0 2 0 5 5 101 0 0 106 ' 130 04:45 PM-. 0 0 0 0 0„ 0 22 1 0 23 2 0 5. 0 7; 15. 88 _ 0 .0 .103 ;,. 133, Total 0 0 0 0 0 0 66 7 0 93 5 0 10 D 15 37 348 0 0 365 403 05:00 PM 0 0 0 0 0 0 24 1 0 25 0 0 7 0 7 7 103 0 0 110 142 05:15 PM 0 0 0 0 0 0 24 0 0 24 2 0 3 0 5 5 90 0 0 95 124 05:30 PM 0 0 0 0 0 0 14 0 0 14 2 0 3 0 5 6 74 D 0 $0 i 99 05:45 PM 0 0 - 0 - 0 0 0 20 _ 2 0 22 1 0 1 0 2 5 69 0 0 74 98 Total 0 - ! D - Q -- 4 --- 0 4 82 3 0 85 5 0 14 0 19 23 336 0 0 359 463 Grand Total 0 0 0 0 0 0 496 17 0 513 29 0 64 0 93 73 903 0 0 976 1582 Apprch % 0 0 0 0 0 96.7 3.3 0 31.2 0 68.8 0 7.5 9Z5 0 0 Total %._ 0 0 0 0 0, 0 31.4 _ 1.1 0 32.4_. 1.8 0 4..__ 0 5.9 4.0 67.1 0 0 -_,61.7- _' Passenger Veh 0 0 0 0 0 0 447 16 0 463 25 0 57 1468 % PaeeanerVeh p g 0 0 0 0 0 ; 0 90.1 94.1 0 90.3 , 86.2 0 89.1 0 . 88.2 89 95 0 0 94.8 i _ 92.8. Trucks 0 0 0 0 0 0 49 1 0 50 4 0 7 0 11 8 45 0 0 53 114 % Trucks 0 0 0 0 0 0 9.9 5.9 0 9.7 13.8 0 10.9 0 11.8 11 5 0 0 5.4 7.2 dataewedien qwup 757.478.6761 l-Smith@DataGollectionGroup.net File Name : Richmond and Running Deer Site Code : 00000000 Start Date : 1/30/2018 Page No :2 Richmond Running []eer Richmond From North From East From From West - Start lime j -- Ri ht . ---� Thru Left ,_ Peds P�f�l otal ; Rl�c ht Thru — ..J Jst _Leff _ Reds i App. _Fast g _ _ Ri h! Tf1ru Left _ j Mo. Toni _ R ht _ Thru Left PedsLnpp. -- Torsi Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 50 1 0 51 0 0 6 0 6: 0 23 0 0 23 ! 80 0715 AM 0 0 0 0 0 0 61 1 0 62 2 0 9 0 11 2 19 0 0 21 94 07:30 AM 0 0 0 0 0 0 46 0 0 46 '. 5 0 6 0 11 1 2 22 0 0 24 81 07:45 AM 0 0 0 0 0 ; 0 40 2 0_ 42 ;_ 4 0 3 0_ 7, 1 39 0 0 40 ' 89 Total Volume 0 _ _ 0 0 0 q l 0 197 _ _ 4 _ 0 201 j 11 0 24 0 _ 35 ! _ 5 103 0 _ 0 _ 10$ : 344 %,4Pp. Total_, q 0 0 0 i 88_ 2 _ 0.. —_ 31;4--- 0. 6$.6 0 _ 4.6_ ..95.4 0 - 0 — .. PHF -- _000 _ _ .000 .000 _ .000 ..... .000 __807 - . .500 _.000.810; _ .550_. .000 .667 __000,i.79>_ _ .625 .660 .000 .000 —_'675.I_ .9_15 _ PassengerVeh .,,._000_. 0 0 0 0 0 i 0 180 4 0 184 10 0 22 0 32 4 95 0 0 99 315 % Passenger Von 0 0 0 0 0 0 91.4 100 0 91.5 90.9 0 91.7 0 91.4 j 80.0 92.2 0 0 91.7 ' 91.6 Trucks 0 0 0 0 01 0 17 0 0 17 i 1 0 2 0 3 j 1 8 0 0 9 29 % Trucks 0 0 0 0 0 I 0 8.6 0 0 8.51 9.1 0 8.3 0 8.611 20.0 7.8 0 0 8.3 8.4 .coo —it" eattedion, Olmf 757.478.6761 LSmith@DataCollectionGroup.net File Name : Richmond and Running Deer Site Code : 00000000 Start Date : 1/30/2018 Page No : 3 _Out In - di 0! 0: 0, 0. 0 0: V. FW Thru Left Peds Peak Hour Data CO IM C 4 C%l OOP*� A, A� A M! North Peak agins at 07:00 AM Houir B 9 E Passenger Veh !74 Cq 0_ w Trucks 9:41 C3 A. 0 51 aIN) WE 0- ,-Left Thru_ Right Pe4k_ 40. 44 out in Total Pii—Inn Fla— 0111 c 0 ( 1?' b 1 ►'l1 / i l I l,� 757.478.6761 LSmith@DataCollectionGroup.net File Name : Richmond and Running Deer Site Code : 00000000 Start Date : 1/30/2018 Page No : 4 Richmond Running Deer Richmond From North From East From South From West tart Time 9 Thru r Left App. Tofiit Klght _ Thni -eft Peds� gyp. Total I_Right Thru l_efi r Peds . App. Total Right Thru j Left I Peds Total Right: App. Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 0 0 0 0 0 0 19 0 0 19 3 0 2 0 5 1 5 101 0 0 106, 130 04:45 PM U 0 0 0 0 0 22 1 Q 231 2 0 = 0 7 15 88 0 0 103 133 05:00 PM 0 0 0 0 0 0 24 1 0 25 0 0 7 0 7 7 103 0 0 110 142 ---..._. 0 _.978 2.2 Y 0 24..I_ _ _ __. - - - --- 124 0 0 0__. 0 j __ _ __ 2 0 3 _ 05:15 PM _ . .— -.-5,---- _ 5 _._ 90 0 0 95 Total Volute 0 0 0 0 0 89 2 0 91 ! 7 0 17 0 24 32 382 0 0 414 529 °%A PH_F-- 0 -- Q - - 0 _ Q 0 28.2 0 70.8 0 _ 7.7 92.3_-- 0 0 _p _ Passenger Veh 000 OOQ __._OQ0 __.000_ 000 I U00 $9.9 .500 �040 90 1 8 87 _ .0 76 5 ...607 0Q0 79 2 8427 .4 370 l7Q0 - 000 .941 9 i_,931 49$ % Passenger Veh 94.1 Trucks 0 0 0 0 0 0 9 0 0 9' 1 0 4 0 5: 5 12 0 0 17 ! 31 % Trucks 0 0 0 0 01 0 10.1 0 0 9.9. 14.3 0 23.5 0 20.8 15.6 3.1 0 0 4.1 5.9 ee - - - U .L/i� 757.478.6761 LSmith@DataCollectionGroup.net _out .._In-. 19"11. 0 0: 0' 0 0 0 0 .._.._ 0_ L_—.0 o. - _ 0:- -- or a 0 0; = o; Right Thru Left Pods 4 ► File Name : Richmond and Running Deer _ Site Code : 00000000 Start Date : 1/30/2018 Page No : 5 Peak Hour Data _ ita v S o North I- _... - - Peak Hour 8eolns et 04.30 PM 2 :w „p Passenger Veh j i3 m I'o N'. T, g ErTn dm . ooc„ TCL _Lett Thru Right_ Pads 93 0 BI 0' 77 0; 7. . o 29- 19! 48 I _ 34 24k `. _ 58 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Richmond and Louisa Site Code : 24444444 Start Date : 1/30/2018 Page No : 1 Groups Printed- Passenger Veh - Trucks Louisa Richmond Entrance Richmond From North From East From South From West - -- t Start Ti Right _-- Thru Left �_ _ _ �. Pedss App. _ . Rightt Th rruu 1-eft _ _ Peds.s I - -'�. App' i - Thru left Pads _ App. resaf _ Right _ ThrcF I -eft PeOS I App. -ota� Int. Total AM , - 159L4ight -- 0 0 _ 0 0 0: 3 3.. -- 44 0 821 370 07:15 AM 135 0 6 0 141 3 207 4 0 214 0 0 2 0 21 3 66 45 0 114 ' 471 07:30 AM 110 0 21 0 131 26 184 4 0 1941 0 1 8 0 91 3 56 38 0 97 431 07:45 AM 103 0 - 13 0 116 12 167 3 0 182 2 _0 1 _ 0 31 _ 2 74 57 0 -- 133 _ _ 434 - Total 473 0- 44 0 517 45 688 16 0 7491 2 1 11 0 141 11 231 184 0 426 1706 08:00 AM, 82 0 13 0 95 1 132 1 0 134 2 0 5 0 7 3 51 49 0 103 339 08:15 AM:: 102 0 3 0 105 2 137 1 0 140 5 1 1 0 7 6 76 50 0 132 384 08:30 AM! 109 0 9 0 118 2 139 2 0 143 2 0 6 0 8 4 74 63 0 141 410 08:45 AM: 77 1 10 0 681 136_ 2 0 143 1 1 3 0 5 _ 4 58 55 0 117 353 _ Total 370 - 1 _ 35 0 4061 _5_ 10 _ 544 6 0 5601 10 2 15 0 27 17 259 217 0 493 1486 BRFM *-* 04:00 PM 79 0 6 0 851 7 74 1 0 82 10 1 7 0 18 1 199 85 0 285 470 04:15 PM 45 0 8 0 531 8 98 0 0 106 1 0 1 0 2 0 195 128 0 323 484 04:30 PM 67 0 4 0 71 5 74 1 0 80 1 0 0 0 1 `; 1 217 116 0 334 486 04:45 PM 67 0 8 0 75.E 89 0 0 95 I, 2 0 1 0 31 0 233 _ 136 0 369 542 _. Total 258 0 26 0 _ 2841 __..fi. 26 335 _ _ 2 0 _ 3631 14 _ 1 9 0 24 2 844 465 0 1311 1982 05.00 PM 57 0 13 0 701 3 58 0 0 61 I 1 1 2 0 4 0 226 135 0 361 496 05:15 PM 53 0 11 0 64 4 69 0 0 731 1 0 0 0 1 1 231 123 0 355 ; 493 05:30 PM 57 0 11 0 68 4 64 0 0 681 0 0 0 0 01 0 234 114 0 348 484 05:45 PM_ 38 0 6 0 43 4 68 0 0 7L 2 0 0 '1 - - 0 D _._ 0_ _ 0 214 _ 99 0 313 428 _ _ Tots! ___ 205 0 40 0 245 _ 15 259 0 0 _ 274 ' 2- 2 0 5 . 1 905 471 0 13771 1901 Grand Taal 1 1306 1 145 0 14521 96 1826 24 0 4946, 28 5 37 0 70 'i 31 2239 1337 0 3507 7075 Appreh % 1 89.9 0.1 10 0 4.9 93.8 1.2 0 40 7.1 52.9 0 i 0.9 62.1 37.1 0 Total h , I 18,5 2 0_ 20.5 f 1.4 25.8 0.3 0 27.5 ' 0.4_ 0.1_ 0.5 ._, 0 _ _ .. 1_ 0.4 31.6 18.9 0 ._ 51 --- _ Passenger Veh _ 1291 _0 0 141 _ 0 1432 1 94 1807 _. _ .. 6 0 1907 16 4 12 0 32 11 2206 1311 0 35281 6899 °APassangerVeh 1 9B.9 0 _ 97.2 0_ _. 98.6_1_ 97.9_._ 99 25 _ 0 98 57.1_. 80 _._ 32A 0 45.7 35.5 98.5 _98.1 0 97.8 97.5 Trucks ! 15 1 4 0 201 2 19 18 0 39 12 1 25 0 38 20 33 26 0 79 176 % Trucks 11 100 2.8 0 1 A 1 2.1 1 75 0 2 I 42.9 20 67.6 0 54.3 64.5 1.5 1.9 0 2.21 2.5 Data Collection Group LSmlth@DataCollectionGroup.net File Name : Richmond and Louisa Site Code : 24444444 Start Date : 1/30/2018 Page No :2 Louisa Richmond Entrance Richmond From North From East From.South From West. Start'rime, Right Thru . Left', Peds- App.Total Right._ Thru Lett_ Peds AW_Talsi Right .--- Thru _ Left Peds -_Apv-Tolei Right.-- Th_ru-- Left - Reds. App.Twal fnt. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 125 0 4 0 129 4 150 5 0 159 0 0 0 0 0 3 35 44 0 82 370 07:15 AM 135 0 6 0 141 3 207 4 0 214 0 0 2 0 2 3 68 45 0 114 471 07:30 AM 110 0 21 0 131 26 164 4 0 194 0 1 a 0 9 3 56 38 0 97 431 07:45 AM 103 0 13 0 116 _ 12 167 3 0 182 2 0 1 0 3 2 74_ 57 0 133 434 Total Volume 473 0 44 0 517 45 688 16 0 749 2 1 11 0 14 11 231 184 0 426 1706 - %App. Total,- 91.5 0 8.5 0 --_ _......_ 6_ -91.9 .2.1_ 0 _.- _ .. - _. 7.1.. ,78.6._ -.-. -- -2.6 54.2- -43.2._ 4. PHF _ .876 .600 .524 .000 _--.917 , _.433 _- .831 _ _-,800 .000- rn_ -.8-75 _ .250 __- .14.3 250_ .344 - .000 _389„ _ .917 - _ .784 _ ,807 _ =000_-----801, _� - ;- Passenger Veh 470 0 42 0 512 44 685 4 0 733 0 1 2 0 3 5 225 --- 177 0 407 ..9-- 1655 % Passenge Veh 99.4 0 95.5 0 99.0 97.8 99.6 25.0 0 97.9 0 100 18.2 0 21.4 45.5 97.4 96.2 0 95.5 ; 97.0 Trucks 3 0 2 0 5 1 3 12 0 16 2 0 9 0 11 6 6 7 0 191 61 % Tnicks 0.6 0 4.5 0 1.0 2.2 0.4 75.0 0 2.1 100 0 81.8 0 78.6 I 54.6 2.6 3.8 0 4.5 3.0 Data Collection Group LSmith@DataCollectionGroup.net Fife Name : Richmond and Louisa Site Code : 24444444 Start Date : 1/30/2018 Page No : 3 Louisa ut In 51 794`- � 23 5 13I 470 Di 42 0 s o' z a 0 Rfpht Thru Left Pads Peak Hour Data I& '& Aj 7 -1� =IA _:t '� a ��o �Le� P 1- North Peak Hour Begins at 07:00 -2 M w ri En Passenger Vah _r j 6 0-�i 3 Ir H CL Or 'k _Trucks . __ n,a a -Oro] I m N IN N Qi a o0o mlm t �► _L.aR Pyxis Of — 9 _ 0 _...- L 12 _-_22f t �471 out In Total Louisa From North Start Time Right Thru Left Peds APP, Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 67 0 4 0 71 04:45 PM 67 0 8 0 75 05:00 PM 57 0 13 0 70 05:15 PM . 53 0 11 0 64 Total Volume 244 0 36 0 280 % App. Tota+ 87.1 0 12.9 _ 0 . PHF .910 .000 _ .692 MO. .933 Passenger Veh 238 0 35 0 273 % Passenger Veh 97.5 0 97.2 0 97.5 Trucks 6 0 1 0 7 % Trucks 2,5 0 2.8 0 2.5 Data Collection Group LSmith@DataCollectionGroup.net File Name : Richmond and Louisa Site Code : 24444444 Start Date : 1/30/2018 Page No : 4 Richmond Entrance Richmond From East From South From West Right thru Left Peds : App. rota! Right Thru Left Peds ! App- Total Right: Thru Left Peds . App. rota! Int. Total 74 1 0 80 1 0 0 0 1 1 217 116 0 334 486 6 Be 0 0 95 2 0 1 0 3: 0 233 136 0 369 542 3 58 0 0 61 1 1 2 0 41 0 226 135 0 361. 496 4 69 0 0 73 1 0 0 0 1' 1 231 123 0_ 355 :_ 493 18 290 1 0 309 5 1 3 0 9 2 907 510 0 1419 2017 5.8 93.9 0.3 0 55.6 11.1 33.3 0 0.1 63.9 35.9 0 750 815 .250 .000 .813. 625 250 375 .000 563,! 500_ 938 MO 1- .930 18 285 0 0 303 4 1 2 _ 0 7 _.973 1 899 501 ._. _.961 0 1401i 1984 100 98.3 0 0 98.1 80.0 100 66.7 0 77.8 50.0 99.1 98.2 0 98.7 98.4 0 5 1 0 6 1 0 1 0 2 1 8 9 0 18, 33 0 1.7 100 0 1.9 20.0 0 33.3 0 22.2 50.0 0.9 1.8 0 1.3 1.6 Data Collection Group LSmith@DataCollectionGroup.net File Name Richmond and Louisa Site Code 24444444 Start Date 1/30/2018 Page No :5 out In Total I27 797� 3 V � 16 2381 01 35--. -07 61 01 Right TInru Left Peds 4-1 L+ Peak Hour Data ail A; IC) r.i L North CO cj� 4 + — w I Peak Hour Begins at 04:30 P 2 1-7 !Passenger Veh ce 41 5 0i -4 t.eit Thru Right _Peas 21-11 4!— 6 0 3 -1. 31 1, A7 -�4 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Richmond and Milton Site Code : 13333333 Start Date : 1/30/2018 Page No : 1 Groups_Printed-Passenger Veh--Trucks ._ _ Richmond Milton Richmond From North From East From South From West Start Time! Right Thru Left Peds App. Total Right Thru Lett Peds; App. Tatar Right Thru Left Peds; App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 76 9 0 79 3 0 103 0 106 11 30 0 0 41 226 07:15 AM 0 0 0 0 0 0 97 11 0 108 9 0 108 0 117 40 24 0 0 64 . 289 07:30 AM 0 0 0 0 0 0 105 38 0 143 8 0 93 0 101 50 29 0 0 79 323 07:45 AM 0 0 0 0 0 0 89 36 0 125 26 0 91 0 117 48 39 0 0 87 _ 329 total' 0 0 0 0 0 0 361 94 0 455 46 0 365 0 441, 149 122 0 0 271 1167 08:00 AM 0 0 0 0 0 0 68 9 0 77 16 0 65 0 81 23 45 0 0 68 226 08:15 AM 0 0 0 0 0 0 77 14 0 91 6 0 66 0 72 31 52 0 0 83 246 08:30 AN' 0 0 0 0 0 0 77 11 0 88 2 0 74 0 76 28 51 0 0 79 243 08:45 AM 0 0 0 0 0 0 72 8 0 80 3 0 68 0 _.71_ ; _ .25 45 0 0 _ 701 _ ._ 221 Total 0 0 0 0 0 0 294 42 0 336 27 0 273 0 300, 107 193 0 0 360 936 BREAK — 04:00 PA! 0 0 0 0 0 0 42 7 0 49 20 0 36 0 56 103 118 0 0 221 326 04:15 PM 0 0 0 0 0 0 46 6 0 52 3 0 55 0 58 90 128 0 0 218 328 04:30 PM 0 0 0 0 0 0 33 6 0 39 18 0 47 0 65 98 120 0 0 218 322 04:45 PM 0 0 0 0 0 0 52 6 0 58 8 0 45 0 53 108 145 0 0_ 2531. 364 Total 0 0 0 0 0 0 T73 25 0 198 49 0 183 0 232 399 511 0 0 910 1340 05:00 PM 0 0 0 0 0 0 31 8 0 39 6 0 34 0 40 104 146 0 0 250 329 05:15 PM 0 0 0 0 0 0 52 6 0 58 10 0 29 0 39 113 138 0 0 251 348 06:30 PM 0 0 0 0 0 0 37 6 0 43 6 0 33 0 39 118 131 0 0 249 331 05:45 PM 0 0 0 0 0 0 37 1 0 38 8 0 32 0 40 _ 101 1.25 0 0 226 304 Total 0 0 0 0 0 0 157 21 0 178 30 0 128 0 158 436 540 0 0 976. 1314 Grand Total 0 0 0 0 0 0 %5 182 0 1167 152 0 979 0 1131 1091 1366 0 0 245711 4755 Apprch % 0 0 0 j 0 84.4 15.6 0 13.4 0 86.6 0 44.4 55.6 0 0 Total % 0 0 0 0 0 0 20.7 3.8 0 24.5 3.2 0 20.6 0 23.8 22.9 28.7 0 0 51.7 Passenger Veh 0 0 0 0 0 0 964 170 0 1134 142 0 964 0 1166 1070 1339 0 0 2409 4649 %PassangerVeh _— 0 0 0 0 —_. -0 .0 97.9 93.4 0_ _ ___97,2 „_ 93A __. 0— 98.5 0 97.8_._ 98.1 �._98 -- 0, 0 _ _ ..— 97.8. Trucks 0 0 0 0 0 6 21 12 0 33 10 0 15 0 25 21 27 0 0 481 106 % Trucks 0 0 0 0 0 0 2.1 6.6 0 2.8 6.6 0 1.5 0 2.2 1.9 2 0 0 2 2.2 Data Collection Group LSmith@DataCollectionGroup.net Pile Name : Richmond and Milton Site Code : 13333333 Start Date : 1/3012018 Page No .2 Richmond - - -- — Milton - — T - Richmond From North From East From South From West_ _ __ Start Time Right Thru Left Pod App Total .i_ Righ _. _ Thru _t c Peds__ _App. rrnat RI ht Thru Left : Peds App. Total Ri ht Thru Lett Peds' App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 70 9 0 79 3 0 103 0 106 11 30 0 0 41 226 07:15 AM 0 0 0 0 0 0 97 11 0 108 9 0 108 0 1171 40 24 0 0 64 289 07:30 AM! 0 0 0 0 0 0 105 38 0 143 8 0 93 0 101 50 29 0 0 7911 323 07:45_AMj 0 0 0 0 0 ! 0 89 36_ 0 _. 1251 26 0 91 0 _ 117 48_ 39 0 0 87 329 Total Volume 0 0 0 0 ^ ®: 0 361 94 0 455 46 0 396 0 441 149 122 0 0 271 1167 %App. Total 0 0 0 0 0 _ 79.320.7 0 _j_ 10A 0 89.6 0 1� 55 _ 45 0 _ 0 _ _ PHF .000 .000 '000 .000 .000 .000.__ .860 _618_.000 .795 442 —=— _000 .914 .000 942 745_�782_ 000 _ .000_ 779 8$7 PassengerVeh' 0 0 _ . 4 0 4 0 3S0 89 Q _ 439 40 0 391 0 431' 144 117 0 0 261 1131 % Passenger veh 0 0 0 0 01 0 97.0 94.7 0 96.5 87.0 0 99.0 0 97.7 s 96.6 95.9 0 0 96.3 96.9 Trucks � 0 0 0 0 0 ', 0 11 5 0 16 a 0 4 0 101 5 5 0 0 10 36 % Trucks 0 0 0 0 0 I 0 3.0 5.3 0 3.51 13.0 0 1.0 0 2.3 ; 3.4 4.1 0 0 3.7 3.1 Data Collection Group LSmith@DataCollectionGroup.net File Name Richmond and Milton Site Code 13333333 Start Date 1/3012018 Page No :3 out In. Tcftl. Oi 0 —.0 d V. 0- 0' RWft Thru I -oft Pods Peak Hour Data ta, r- 0001 WP Cj 2 North Orr- eq-- v . - I- � Peek kiour-Bigin-s- at bTOO AM4- 2 Vi_ i� 14 m PassengerVeh OA A OOGp-vI L9 4 - Lqft Thru Right Pods - M "11. ' -1384. out L Total From North Start Time ! Right j Thru Left' Peds App. Total -Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Harr for Entire Intersection Begins at 04:45 PM Data Collection Group LSmith@DataCollectionGroup.net Richmond �T Milton From East From So Thru i Left I Peds 1 App. Total i Right! Thru I -eft 04:45 PM 0 0 0 0 0 1 0 52 6 0 05:00PM 0 0 0 0 0 0 31 a 0 05:15 PM 0 0 0 0 0 0 52 6 0 05:30_PM D_ 0 0 0 0 0 37 6 0- Total Volume 0 0 0 0 0 0 172 26 0 %App_Total - 0.. — 0 fl..._ _0 0 . _86.9-- -1-3.1 .0 PHF ' _000 .000 .000 .000 .000 I,_ .000 .827 .813 _.0000 Passenger Veh i 0 0 0 0 0' 0 169 24 0 % Passenger Veh 0 0 0 0 0 0 98.3 92.3 0 Trucks 0 0 0 0 01 0 3 2 0 % Trucks i 0 0 0 0 01 0 1.7 7.7 0 File Name : Richmond and Milton Site Code : 13333333 Start Date : 1/30/2018 Page No : 4 J Richmond _ From West Right _ Thru Left Pods ' App. Totes int. Total! 58 i 8 0 45 0 53 108 145 0 0 253 1 39 6 0 34 0 401 104 146 0 0 250 58 j 10 0 29 0 391 113 138 0 0 251 j 431_ $ 0 33 0 39 110 131 __0. a__ 249-i- _ 1981 30 0 141 _ 0 __ 171i 443 560 0 0 1003 1-- 17-5 0.. 0 44-2 0 - 0 _.750 .000 _.82.5 . .783 _ ..000 .807 .939 _ ...55.8 .959 .000 .000 .991 _.853 193' 30 0 139 0 169 439 556 0 0 995' 97.5 100 C 98.6 0 98.8 99.1 99-3 0 0 99.2 5j 0 0 2 0 2 4 4 0 0 8 2.5. 0 0 1.4 0 1.2 0.9 0.7 0 0 3.81 364 329 348 331 1372 .942 1357 98,9 15 1.1 Data Collection Group LSmith@DataCollectionGroup.net Out _ In, Total. OF 0 0! 0 0. a 6 0, Right ThrU Left Pe—ds 4 Peak Hour Data North Peak Hour _Begins a_tO4A5_PM_ Pamnger Veh Trucks. 4► - -Left Thru- , Right —PocW, 1 O! :301 Oi F7 468 i84. F 62 �_fl� _2: L_ 8, _Aft 171. 60 Out In Total A, &SIR 4 - File Name Richmond and Milton Site Code 13333333 Start Date 1/30/2018 Page No 5 pj�PCEPR, P,C. "ENGINEERING & PLANNING RESOURCES" E637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix B Existing Signal Timing Sheets SEPAL ECOM All Data 2/26/2018 10:49:37AM Intersection Name: 250/22 Louisa RD. Albemarle Intersection Alias: 02185 Access Data 1.1200/1312 Baud Access Code: "99 Channel: Address: 1 3 :19200 Baud Revision: 3.34g IP Address: Phase Initialization Data Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Initial 1-Inact 4-Grn 1-Inact 1-Inact 1-Inact 4-Grn 0-None 0-None 0-None 0-None 0-None 0-None 0-None 0-None 0-None 0-None PHASE DATA Vehical Basic Timings Misc Timing Pedestrian Timings Walk Alt Actuated Min All Green Yellow Walk Offset Bike Bike Ped Alt Ped Flash Ext Rest in Phase Green Passage Maxi Max2 Yellow Red Delay Delay Off Mode Green Psg Walk Clr Walk C1r Walk Ped Clr Walk 1 5 3.0 15 15 4.7 5.3 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 2 15 3.5 60 45 4.7 5.3 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 3 5 3.5 25 25 4.0 1.9 0 0 0 0-Advance 0 0.0 0 0 0 NO 0 No 4 8 5.0 25 25 3.0 3.5 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 5 5 3.0 15 35 4.7 5.3 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 6 15 3.5 60 45 4.7 5.3 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 7 0 0.0 0 0 4.0 2.0 0 0 0 0-Advance 0 0.0 0 0 0 NO 0 No 8 0 0.0 0 0 4.0 2.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 9 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 10 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No I 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 NO 0 No I2 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 13 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 14 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No I5 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 16 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 1 0 0 0 No 0 No Time Car Time Added Max B4 134 To Mir • Initial Initial Redu Redu Redu Gal 1 0.0 0 0 0 0 0.0 2 0.0 0 0 0 0 0.0 3 0.0 0 0 0 0 0.0 4 0.0 0 0 0 0 0.0 5 0.0 0 0 0 0 0.0 6 0.0 0 0 0 0 0.0 7 0.0 0 0 0 0 0.0 8 0.0 0 0 0 0 0.0 9 0.0 0 0 0 0 0.0 10 0.0 0 0 0 0 0.0 11 0.0 0 0 0 0 0.0 12 0.0 0 0 0 0 0.0 i 3 0.0 0 0 0 0 0-0 14 0.0 0 0 0 0 0.0 15 0.0 0 0 0 0 0.0 iriisw-iuic V u� No Last Simu Nor. -Act Veh Ped Recall Non Dual Car Coudit Gap Response Recall Recall Delay Lock Entry Pass Service Out Special Sequence Page 1 of 13 116 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 Vehical Detector Phase Assignment Pedestrian Detector Special Detector Phase Assignment Assign Switch Assign Switch Assign Switch Phase Mode Phase Extend Delay Phase Mode Phase Extend Delay Phase Mode Phase Extend Delay Veh Det:l I Veh 0 0.0 0 Default Data Veh Det:' 2 Vch (1 0.0 0 Default Data eh Det:3 3 Veh 0 0.0 5 Veh Det:4 4 Veh 0 0.0 15 veil DW5 5 Veh 0 0.0 0 'eh Dct:6 6 Veh 0 0.0 0 eh Dct:7 7 Veh 0 0.0 0 eh J)ot:8 8 Veh 0 0.0 0 Page 2 of 13 Unit Data General Control Startup Time: Osee Startup State: Flash Red Revert: 40sec Auto Ped Clr: No Stop T Reset: No Alt Sequence: 0 Special Seq: O-Standard 1 /0 Modes: ABC Input(Entry) Modes: 0 ABC Output(O/STS) Modes: 0 Overlaps Phase(s) Start Green Phase(s) Input Output Ring Respons Selection I Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None D Input(Entry) Modes: 2 D Output(O/STS) Modes: 0 Remote Flash Test A = Flash Phase Entry Exit fault Data - No Flash Default Data - No Flash Overlaps A B C D E F G H I J K L M N O P Overlaps A B C D E F G H I J K L M N O P A B C D E F G H 1 J K L M N O P Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Trail Red 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 TG Preempt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Stop GnVYel Phase 1 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring Phase(s) Next 1 2 3 4 5 6 7 8 9 I0 11 12 I3 14 15 16 Phase Ring Phase 1 2 3 4 1 1 3 3 9 1 1 1 1 l 1 1 1 2 1 1 2 3 M 5 5 7 7 2 2 4 4 3 1 4 oa 6 6 8 8 5 6 7 8 4 1 1 5 2 6 6 2 7 Page 3 of 13 Alternate Sequences Ph. ! Ph. Ph. Ph. Pair Pair I Pair Pair 1_ I_ 2 3.. 1 4 Alt. t. Seq. l 1/2 --- - 1 I ---a Alt. Seq. 2 3/4 , v Alt. Seq. 3 1/2 314 Alt. Seq. 4 5/6 Alt. Seq. 5 1/2 5/6 Alt. Seq. 6 3/4 516 Alt. Seq. 7 1/2 j 3/4 I 5/6 Alt. Seq. 8 7/8 Alt. Seq. 9 112 i 7/8 Alt. Seq. 3/4 7/8- Alt. Seq. ! 1/2 3/4 ---_.. 7/$ Alt. Seq. t 516 718 Alt. Seq. — 1/2 5/6 7/8 �. Alt. Seq. 314 I 516 718 Alt. Seq. { 1/2 3/4 5/6 7/8 Port 1 Data BIU Port Basic Message Addr Status Det 40 Default Data Page 4 of 13 Signal Driver Ouput Channel Control Hardware Pins I 1- Veh Phase 1 1- Phase 1 RYG 2 2- Veh Phase 2 2- Phase 2 RYG 3 3- Veh Phase 3 3- Phase 3 RYG 4 4- Veh Phase 4 4- Phase 4 RYG 5 5- Veh Phase 5 5- Phase 5 RYG 6 6- Veh Phase 6 6- Phase 6 RYG 7 7- Veh Phase 7 7- Phase 7 RYG 8 8- Veh Phase 8 8- Phase 8 RYG 9 33 - Overlap A 17 - Overlap A RYG 10 34 - Overlap B 18 - Overlap B RYG 11 35 - Overlap C 19 - Overlap C RYG 12 36 - Overlap D 20 - Overlap D RYG 13 18 - Ped Phase 2 10 - Phase 2 DPW 14 20 - Ped Phase 4 12 - Phase 4 DPW 15 22 - Ped Phase 6 14 - Phase 6 DPW 16 24 - Ped Phase 8 16 - Phase 8 DPW 17 17 - Ped Phase 1 9 - Phase I DPW 18 19 - Ped Phase 3 11 - Phase 3 DPW 19 21 - Ped Phase 5 13 - Phase 5 DPW 20 23 - Ped Phase 7 15 - Phase 7 DPW Coordination Data General Coordination Data Operation Mode: 1=Auto Coordination Mode: 1=Yield Maximun Mode: O=Inhibit Correction: Mode: 2--Short Way Dial/Split Cycle 1/1 120 Offset Mode: 1=End Grn Manual Dial: 1 1/2 130 Force Mode: 0=Plan Manual Split: 1 1/3 110 Max Dwell Time: 0 :Manual Offset• 1 1/4 100 Yield Period: 0 2/1 140 2/2 150 3/2 110 Page 5 of 13 Split Times and Phase Modes Dial 1 / Split 1 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode I'll. Splits Ph. Mode 1 17 O=Actuated 2 63 1=Coordinate 3 20 O=Actuated 4 20 O=Actuated 5 18 O=Autuated 6 62 1=Coordinate ial 1 1 Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 73 1—Coordinate 3 20 0--Actuated 4 20 O=Actuated 5 20 O=A.ctuptoci 6 70 1=Coordinate Dial I., Split 3 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 56 ]coordinate 3 17 O=Actuated 4 20 O=Actuated 5 17 O=Actuated 6 56 1=Coordinate Dial 1 'Split 4 Ph. Splits Ph. Mode Ph, Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O= Actuatod 2 49 1=Coordinate 3 17 O=Actuated 4 17 0--Actuated c 17 O=Actuated 6 49 1—Coordinatc Dial 21 Split 1 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 83 1=Coordinate 3 20 0--Actuated 4 20 O=Actuated 5 21 O=Actuated 6 79 1=Coordinate Dial 21 Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 93 1=Coordinate 3 20 O=Acctuated 4 20 O=Actuated 5 25 0--Actuated 6 85 1—Coordinate Dial 3 ` Split 2 Ph. Splits Ph. vlodc Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 16 0---actuated 2 49 1=Coordinate 3 30 O=:Actuated 4 15 0--Actuated 5 20 0=Actuated 6 45 1=Coordinate Page 6 of 13 Nge 7 of 13 Local TBC Data Start of Daylight Saving Month: 3 End of Daylight Saving Month: 1 I Week: 2 Cycle Zero Reference Hours: 1 Min: 0 Week: 1 Source Equate Days Day 1 2 3 4 5 6 7 1 7 0 0 0 0 0 0 2 3 4 5 6 0 0 0 raffic Data PHASE FUNCTION Event Day Time D/S/O flash 1 1 1 0:0 0/0/4 ❑ 2_ ❑ 3 ❑ 4 ❑ ❑ 6 i ❑ ❑ 8 ❑ 9 ❑ 10 11 ❑ ❑ 12 ❑ 13 14 ❑ ❑ 15 ❑ 16 ❑ 2 2 0:0 0/0/4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 3 2 7:15 111/1 ❑ ❑ ❑ ❑❑ ❑ ❑ 110 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4 2 8:30 0/0/4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ AUX. Events Det. Det. Det, Program Aux Ouputs Diag. Rpt. Mult100 Special function Outpats '.vent Day Hour Min. 1 2 3 Di D2 D3 Dimmin 1 2 3 4 5 6 7 8 Page 8 of 13 >n SFl SE-2 SF3 5F4 SFS SF6 SF7 SF8 SF9 SF10 5F11 SF12 SF13 SF14 SF15 SF16 Function 1 X ❑ ❑❑ ❑ Function 2 X ❑ ❑❑ ❑ Function 3 X ❑❑❑ ❑ Function 4 X ❑❑❑ ❑ Function 5 X ❑ ❑ ❑ ❑ Function 6 �: X ❑❑❑ ❑ Function 7 � ❑ ❑ ❑ ❑ Function $ ❑ Hx H P ❑❑❑ ❑ PFI Phase 1 Max2 ❑ PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF10 ❑ PFII ❑ PF12 ❑ PF13 ❑ PF14 ❑ PF15 ❑ PFI6 ❑ base 2 Max2 ❑ ❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 3 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 4 Max2 ❑ ❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ .Pqiase 5 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ base 6 Max2 ❑ ❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ base 7 Max2 ❑ Ell::][—] ❑ ❑ i] ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ,lase 8 Max2 ❑ DO 0 ❑ ❑ L - El ❑ ❑ ❑ ❑ ❑ rhaselOmit Omit. Omit❑❑❑ Omit hale 5 Phase Omit hose 6 Phase Omit hale 7 Phase Omit hale 8 Phase Omit PFI ❑ ❑ PF2 ❑ ❑ ❑ ❑ PF3 ❑ ❑ ❑ ❑❑ PR PF5 ❑❑❑❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF6 ❑❑ ❑ ❑ ❑ ❑ PF7 ❑ ❑ ❑ ❑ PF8 ❑ ❑ ❑ ❑ ❑ PF9 PFIO ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PFII PF12 PF13 PF14 PF15 ❑ ❑ ❑ ❑ ❑ ❑❑ ❑ ❑ ❑ El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF16 X led Omit PFI PF2 PF3 PR PF5 PF6 PF7 PF8 PF9 PFIO PFII PF12 PF13 PF14 PF15 PF16 ❑❑❑❑❑❑o❑❑❑❑❑❑❑ ❑ ❑ ieh Det Coord ReSvc PFI PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PFIO PFII PF12 PF13 PF14 PF15 PFII ❑ ❑❑ ❑❑❑❑❑❑❑❑❑ 0 C Function Phase Recall PFI PF2 PF3 PR PF5 PF6 PF7 PF8 PF9 PFIO PFII PF12 PF13 PF14 PF15 PF16 'hase Min Recall PFI PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PFIO PFII PF12 PF13 PFM PF15 PF16 ❑ ❑❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Page 9 of 13 eh Det Ped Recall PFl PF2 PF3 PF4 PF5 PF6 PF7 P178 PF9 PFIO Pf l l PF12 PF13 PF14 PF15 Pr16 ❑ ❑ El ❑ ❑ ❑ ❑ ❑ ❑ ❑ PH PF2 PH PF4 PF5 PF6 PF7 PF8 PF9 PF10 PFII PF12 PF13 PF14 PF15 PF16 'elt Det Switch Omit PF2 PF3 PR PF5 P16 PF7 PF8 PF9 PF10 PFI l PFl�2 PF13 PF14 PFt5 PF16 µ_ �P`F`l� LJ ❑❑ j� El El Ell_ lEl ❑ r_1 I ❑ ❑ ❑ Web Det SAvitch Nom, PPl PF2 PF3 PFS# P175 PF6 PF7 PFS PF9 PF10 PFII P171.2 PF13 PF14 PF15 PF16 PF1 PF2 PF3 PR PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PF13 PF14 PF15 PF16 PF1 PF2 PF3 PR PF5 PF6 PF-, PF8 PF9 PF10 PFII PF12 PF13 PF14 PF15 PF16 Dimming Data Default Data -No Dimming Programmed Lane Defination IAnd,; NamU Green Yellow Red Green Yellow Inbound hibauad Inbound Outbound Outbound Data - Lane Defination Preemption Data ',eneral Preemption Data ash > Prcchnpt l Preempt 2 = Preempt 3 Preempt 4 = Preempt 5 -eempt 1 > Preempt 2 Preempt 3 = Pretcrnpt 4 Preempt 5 = Preempt 6 1L Preempt Timers Non- Link to Ext.Dnia Max Lock Min Min Debo Gat ext Select Peci Si-ack Ihrell Return Locking Preempt Delay Clear Yel Red Gm Ped Yel Red Green ClPed ear Yel Red end tion Call Out Greer.. Walk once end 1 Yes 0 0 0 0 0 0 0 0 0 0 8 40 20 5 8 40 20 10 8 40 20 2 Yes 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 3 Yes 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 4 No 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 5 Yes 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 6 No 0 0 0 0 0 0 0 0 0 0 8 40 20 .10 8 40 20 10 8 40 2I Preempt 1 Preempt 2 Preempt 3 Preempt 4 Exie Exit Exit Exit Exit Exit Exit Exit Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls 2 Yes No 2 Yes No 6 Yes No 6 Yes No Preempt 5 Preempt 6 Exit Exit Exit Exit 2 Yes No 6 Yes No Page 10 of 13 Priority Timers Prio Non- Del Ext Free Free Min No LockLock Max Pre- Excl-co Transit Overlap rity Locking ay end Dial SplitGreen out A B Lock out out Green Green Recall Sao. PhaseFSig7nType Blankout Priority Detector Priority Priority Detector Channels Priority Fixed Phases Legend: CO -PHASE QJ-PHASE Priority Priority Bank: Partial Priority Alt Seq Alt Seq Enabled Min Walk 0 1 FALSE TRUE Level Full Priority Freq. Override Ped skip Force full Priority Frequency Freq. Level Codes: 0 X FALSE TRUE Priority Priority Bank: Queu Phase Detector Time Default data Priority : Priority Bank : Queu Phase Deter or Time Default data Recovery Method Return PedWalt PedOverride Priority: Priority Bank Queu Phase Detector Time Default data Priority Priority Bank : Queu Prase Detector Time Default data Priority: Pnonty banK : Queu Phase Detector Time Default data Priority : Priority Bank: Queu Phase Detei;tor Time Default data Page 11 of 13 Priority : Bank Detector PE 1A 2A 3A 4A 5A 6A B Default Data Priority Bank Detector PE 1A 2A 3A 4A 5A 6A B Default Data Priority : Priority : Bank Bank Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Priority : Priority : Bank Bank Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Preempt 1 Vehical Phases Ph. Track Dwell Cycle Pedestrian Phases Overlaps Ph Track Dwell Cycle Ovlp Track Divell Cycle Default Data Default Data Default Data Preempt 2 Vehical Phases Pedestrian Phases Overlaps Ph. 'track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle 2 Red O reen No 3 fled Flash N. 5 Rod Grccn Default Data Preempt 3 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle 3 Red Green ?No Default Data Default Data Preempt 4 Vehical Phases Ph. Track Dwell Pedestrian Phases Overlaps Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle Default Data Default Data Default Data Preempt 5 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle 1 Red Green No ] Red Flash No 6 Red Green No Default Data Preempt 6 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle Default Data Default Data Default Data Page 12 of 13 System/Detectors Data Local Critical Alarms Revert to Backup: 15 1 st Phone: Local Free: No Cycle Failure: No Coord Failure: No Conflict Flash: No Remote Flash: No 2nd Phone: Local Fash: No Cycle Fault: No Coord Fault: No Premption: No Voltage Monitor: No Special Status 1: No Special Status 2: No Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Traffic Responsive System Detector Veh/ Average Occupancy Min Queue 1 System Weight Queue 2 System Weight Detector Channel Name HT Time(mins) Correction/I0 Volume % Detectors Detectors Factor Detectors Detectors Factor Default Data Default Data Default Data Sample Interval: Queue: ] Input Selection: O=Average Queue: Detector Failed Level : 0 Level Enter Leave Dial / Split 1 Offset Queue: 2 Input Selection: O=Average Detector Failed Level : 0 Default Data Vehical Detector Vehical Detector Special Detector Diagnostic Value 0 Diagnostic Value I Diagnostic Value 0 Max No Erratic Max No Erratic Max No Erratic Detector Presence Activity Count Detector Presence Activity Count Detector Presence Activity Count Default Data - Ding 0 Values Default Data - No Ding 1 Values Default Data - No Ding 0 Valu Pedestrian Detector Pedestrian Detector Special Detector Diagnostic Value 0 Diagnostic Value I Diagnostic Value 1 Max No Erratic Max No Erratic Max No Erratic Detector Presence Activity- Count Detector Presence Activitfi- Count Detector Presence Activity Count Default Data - No Ding 0 Values Default Data - No Ding 1 Values Default Data - No Ding 1 Values Speed Trap Data Speed Trap Speed Trap Speed Trap: Dial/Split/Offset Low 'rreshold High Treshold Measurement: Detector I Detector—2 Distance: Default Data Default Data Volume Detector Data Report Interval Volume Controller Detector Detector Number Channel Default Data 0 Page 13 of 13 SEPAC ECOM All Data 2/26/2018 10:39:28AM Intersection Name: 250&729 Shadwell ,Access Data 1 1200/1312 Baud 3 19200 Baud Phase Initialization Data Intersection Alias: 02148 Access Code. 9999 Channel: Revision: 3.34g IP Address: Address: I Phase 1 2 3 4 5 6 7 S 9 10 11 12 13 14 15 16 Initial 1-lnact 4-Gm 0-None 1-Inact 0-None 4-Gm 0-'done 0-Notre 0-'done 0-None 0-None 0-Vona 0-Nonc 0-Nonc 0-None 0-None PHASE DATA Vehical Basic Timings Misc Timings Walk Pedestrian Timings Alt Actuated Min All Green Yellow Walk Offset Bike Bike Ped Alt Ped Flash Ext Rest in Phase Green Passage Maxi Max2 Yellow Red Dela.- Delay Off Mode Green Psg Walk Clr Walk Clr Walk Ped Clr Walk 1 6 2.5 15 30 5.4 2.4 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 2 15 4.0 60 50 5.1 2.4 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 3 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 4 8 4.0 60 50 3.7 4.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 5 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 6 15 4.0 60 50 5.4 2.4 0 0 0 OAdvancc 0 0.0 0 0 0 No 0 No 7 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 8 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 9 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 10 0 0.0 0 0 3.0 0.0 0 0 0 0,WVance 0 0.0 0 0 0 No 0 No 11 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 12 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No (1 No 13 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 14 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 15 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 16 0 0.0 0 0 3.0 0.0 0 0 0 0-Advance 0 0,0 0 0 0 No 0 No Vehicle Densily Timing General Control Miscellaneous No Special Senuence `Lime Car Time Last Simu Added Max B4 114 To Min Non .act Veh Pcd Recall Non Dual Car Condit Gap Minus Omit Ph. Initial Initial Redu Redu Redu Gap Response Recall Recall Delay Lock Entry Pass Service Out Omit Yel Call 1 0.0 0 0 0 0 0.0 None None None 0 Yes No No No No 0 0 0 2 U 0 0 0 0 0.0 None Min None 0 Yes Yes 1\o No No 0 0 0 3 0.0 0 0 0 0 0.0 None None None 0 No No No No No 3 3 0 4 0.0 0 0 0 0 0.0 None ?`one None 0 Yes No No No No 0 0 0 5 0.0 0 0 {1 0 0.0 .None None None 0 No No No No No 5 5 0 6 0-0 0 0 0 0 0.0 None Min None 0 Yes Yes No No No 0 0 0 7 0.0 0 0 0 0 0.0 None None None 0 No No No No No 7 7 O 8 0.0 0 0 0 0 0.0 None None None 0 No No No No No 8 8 0 9 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 10 0.0 0 0 {1 0 0.0 None None None 0 No No No No No 0 0 0 11 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 12 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 13 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 14 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 15 0.0 0 0 0 0 0.0 None gone None 4 1 No No No No No 0 0 0 Page l of 14 16 0.0 0 0 0 0 0.0 None None None 0 1 No No No No No 0 0 0 Vehical Detector Phase Assignment Pedestrian Detector Special Detector Phase Assignment Assign Switch Assign Switch Assign Switch Phase Mode Phase Extend Delay Phase Mode Phase Extend Delay Phase Mode Phase Extend Delay Veh Det: I 1 Veh 0 0.0 3 Default Data eh Det:2 2 Veh 0 0.0 0 Default Data eh Det:3 3 Veh 0 0.0 0 eh Det:4 4 Veh 0 0.0 0 Veh Det:5 5 Veh 0 0.0 0 Veh Det:6 6 Veh 0 0.0 0 Veh Det:7 7 Veh 0 0.0 0 Veh Det:8 8 Veh 0 0.0 0 Page 2 of 14 Unit Data General Control Startup Time: Osec Startup State: Flash Red Revert: 40sec Auto Ped Clr: No Stop T Reset: No Alt Sequence: 0 Special Seq: 0-Standard 1/0 Modes: ABC loput(Entrv) Modes: 0 ABC.Output(O/STS) Modes: 0 Input Output Ring Respons Selection I Ring I Ring 1 2 Ring 2 Ring 2 3 None None 4 None None 1) Input()Entry) Modes: 2 D Output(O/STS) Modes: 0 Remote Flash Test A == Flash ,Plime Entry Exit Default Data - No Flash Default Data - No Flash Overlaps Overlaps A B C D E F G H 1 J K L M N O P Phases) Start Green Overlaps A B C D E F G H I J K. L N4 N O P Phase(s) A B C D E F G H I J K L M N O P Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Trail Red 10 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 TG Preempt 0 0 0 0 0 0 1) 0 0 0 0 0 0 0 0 0 Stop Grn/Yel Phase 1 3 5 7 0 0 0 0 0 0 0 0 0 0 0 0 Ring Next Phase Ring Phase 1 1 2 2 1 3 4 1 1 6 2 7 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 1 1 3 3 5 5 7 7 2 2 4 4 o� 6 6 8 8 5 6 7 8 V 9 l 1 1 1 1 1 1 Page 3 of 14 0 Alternate Sequences Port 1 Data Ph. Ph. I'll_ ph, BIU Port Addr Status Nir Prdt Pair Pair 1 7 3 4 Default Data. Ali t 1/7 Alt.liq 2 3/4 kli. 5ey.3 1/2 3/4 Alt. Seq. 4 5/6 Alt. Seq. S 1/2 5/6 Alt. Seq. 6 ' 3/4 5/6 Alt. Seq, 7 1/2 ! 3/4 I 5/6 1 r 511, Sw,1_ A ! 7/8 9 1/2 7/8 Alt. SN. 3/4 718 All. Scy. 1/2 3/4 718 Alt. Seq, 516 718 Alt. Seq. 112 516 7/8 Alt. Seq. 3/4 516 7/8 Alt. Seq. 1/2 3/4 5/6 7/8 Basic Message Det 40 Page 4 of 14 Signal Driver Ouput Channel Control Hardware Pins 1 1- Veh Phase I I- Phase 1 RYG 2 2- Veh Phase 2 2- Phase 2 RYG 3 3- Veh Phase 3 3- Phase 3 RYG 4 4- Veh Phase 4 4- Phase 4 RYG 5 5- Veh Phase 5 5. Phase 5 RYG 6 h- Veh Phase 6 6- Phase 6 RYG 7 7- Veh Phase 7 7- Phase 7 RYG 8 8- Veh Phase 8 8- Phase 8 RYG 9 33 - Overlap A 10 - Phase 2 DPW 10 26 - Pcd Phase 4 12 - Phase 4 DPW 11 22 - Ped Phase 6 11 - Phase 6 DPW 12 24 - Ped Phase 8 16 - Phase 8 DPW 13 33 - Overlap A 17 - Overlap A RYG 14- 34 - Overlap B 18 - Overlap B RYG 15 35 - Overlap C 19 - Overlap C RYG 16 36 - Overlap D 20 - Overlap D RYG 17 17 - Ped Phase 1 9 - Phase 1 DPW 18 1.9 - Ped Phase 3 11 - Phase 3 DPW 19 21 - Ped Phase 5 13 - Phase 5 DPW 20 23 - Ped Phase 7 15 - Phase 7 DPW Coordination Data General Coordination Data Operation .Mode: 1= =Auta Coordination -_!lode: I -=Yield Maximun Mode: O=Inhibit Correction Mode: 2=Short Way Offset Mode: 1—End Gm Force ]]lode: O=Plan Max Dwell Time: 0 Yield Period: 0 Manual Dial: 1. Manual Split: 1 .Manual Offset: 1 Dial/Split Cycle 1/1 120 1/2 130 1/3 110 1/4 100 2/1 140 2/2 150 3/2 110 4/1 195 4/2 195 Page 5 of 14 Split Times and Phase Modes Dial 1 / Split 1 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 20 O=Actuated 2 40 O=Actuated 4 60 1=Coordinate 6 60 O=Actuated Dial 1 / Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 15 O=Actuated 2 30 1=Coordinate 4 85 O=Actuated 6 35 ]=Coordinate Dial 1 / Split 3 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 30 1=Coordinate 4 63 0--Actuated 6 47 1--Coordinate Dial 1 / Split 4 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 25 l=Coordinate 4 58 O=Actuated 6 42 l=Coordinate Dial 2 / Split I Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 19 O=Actuated 2 35 1=Coordinate 4 86 O=Actuated 6 54 l=Coordinate Dial 2 / Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 19 O=Actuated 2 35 1=Coordinate 4 96 O=Actuated 6 54 l=Coordinate Dial 3/ Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph, Splits Ph. Mode Ph. Splits Ph. Mode 1 17 O=Actuated 2 58 l—Coordinate 4 35 O=Actuated 6 60 1=Coordinate Dial 4 / Split 1 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode I 15 O=Actuated 2 150 ]coordinate 4 30 O=Actuated 6 165 ]=Coordinate Dial 4 / Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 15 O=Actuated 2 150 1=Coordinate 4 30 O=Actuated 6 165 I=Coordinate Page 6 of 14 raffle Plan Data Plan: 1/1/1 Offset Time: 25 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Mode: O=Nonnal Special function: 0 Correction Mode: O=No Ian: 112/1 Offset Time: 114 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Mode: O=Normal Specia's Function: 0 Correction Mode: O=No Ian: 1/3/1 Offso Time: 95 Alternat Sequence: 0 Rg 2 I.ag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Mode: O=Normal Special Function: 0 Correction Mode: O=No Plan: 1/4/1 Offset Time: 84 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 '.Mode: O=Normal Special Function: 0 Correction Mode: O=No Ian: 2/1/1 Offset Time: 124 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Mode: O=Normal Special Function: 0 Correction Mode: O=No Ian: 2/2/ 1 Offset Time: 134 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Mode: 0=-Normal Special Function: 0 Correction Mode: O=No Page 7 of 14 ?]an: 3/2/1 Offset Time: 103 Aiternat Sequence: 1 Rg 2 Lag Tune: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Mode: 3=Perm Yld Special Function: 0 Correction Mode: O=No Plan: 4/1/1 Offset Time: 20 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 fag Time: 0 Mode: O=Normal Special Function: 0 Correction Mode: O=No Ian: 4/2l1 Offset Time: 20 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag'Ijme: 0 Mode: O=Normal Special Function: 0 Correction Mode: O=No Local TBC Data Source Equate Days Start of Daylight Saving Month: 3 Week: 2 Cycle Zero Reference Hours: 1 Min: 0 Day 1 2 3 4 5 6 7 End of Daylight Saving Month: 11 Week: 1 1 7 0 0 0 0 0 0 2 3 4 5 6 0 0 0 traffic Data PHASES FUN` CTION Event D�a 1 Time 0 0/0450 flash ❑ ❑ ❑ ❑❑ ❑ ❑ 0 LJ 0000006 2 2 0:0 0/0/4 ❑❑❑❑❑Ell] ❑❑❑❑❑ ❑❑❑❑ 3 2 7:15 1/1/l ❑ ❑ ❑ ❑❑ ❑ ❑ 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ u 4 2 9:30 0/0/4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Page 8 of 14 AUX. Events Det. Det. Det. Program Aux Ouputs Diag. Rpt. Mult100 Special Function Outputs ,vent Day Hour Min. 1 2 3 DI D2 D3 Dimmin i 2 3 4 5 6 7 $ ElEDn ❑❑ ❑ n nnnnnnnn n SFI SF2 SF3 SF4 SF5 SF6 SF7 SF8 SF9 SF10 SF11 SF12 SF13 SF14 SFlS SF16 Function.I X ❑ ❑ ❑❑❑ ❑ Function 2 X ❑ ❑ ❑ ❑ ❑ Function.3 X ❑ ❑❑ ❑❑❑ ❑ Function 4 ❑ ❑ ❑ ❑ ❑ El Function 5 ❑ x ❑ ❑ ❑ ❑ Function 6 x ❑ ❑ ❑ ❑ 7-::]Function 7 }� �i ❑ ❑ ❑ ❑ Function 8 X ❑ ❑ ❑ ❑ ❑ Function 1 Max2 PF1 PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PRO ❑ PFII ❑ PF12 ❑ PF13 ❑ PF14 ❑ PF15 ❑ PF16 ❑ 2 :Max2 ❑ ❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 3 Max2 ❑ ❑ L.:J ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4Max2 ❑ ❑❑❑❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 5 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 6Max2 ❑ ❑❑❑❑ El El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 7Max2 ❑ ❑❑❑❑ El El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 8 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑- ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase Omit Phase 1 Phase Omit Phase 2 Phase Omit base 3 Phase Omit base 4 Phase Omit base 5 Phase Omit hale 6 Phase Omit hale 7 Phase Omit Phase 8 Phase Omit PF1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF2 ❑ ❑ ❑ ❑ 0000 ❑ ❑ PF3 ❑ ❑ ❑ ❑ ❑ ❑ PR ❑ ❑ ❑ ❑ ❑ ❑ PF5 ❑ ❑ ❑ ❑ ❑ ❑ PF6 ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF7 ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF8 ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF9 ❑ ❑ ❑ ❑ ❑ ❑ ❑ PFIO ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF11 ❑ ❑ _❑X__ ❑ ❑ ❑ ❑ PF12 ❑ ❑ ❑ El PF13 ❑ ❑ ❑ ❑ X. ❑ ❑ PF14 1'l75 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF16 ❑ ❑ ❑ X led Omit PH P1-2 110 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PF13 PF14 Pl'15 PFl6 ❑ EIEI 0 C7❑❑❑ El ❑❑❑❑ ❑ eh Det Coord ReSvc PH PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PF1 I PF12 PF13 PF14 PF15 P1.16 Page 9 of 14 4 unction Phase Recall PFI PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PFIO PFII PF12 PF13 PF14 PF15 PF16 'base Min Recall PFI PF2 PF3 PF4 PF5 P176 PF7 PF8 PF9 PF10 PFII PF12 PF13 PF14 PFl5 PFI( ❑ ❑❑ ❑❑ ❑ ❑❑❑ D ❑❑ (eh Det Ped Recall PF1 PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PRO PF11 PF12 PF13 PF14 PF15 PFU ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ Well Vet litke Recall PFI PF2 PF3 PH PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PF13 PF14 PF15 PF16 ❑n❑❑nnnnnnnnnn n n PFI PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PFIO PF11 PF12 PF13 PF14 PF15 PF16 PFI PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF1O PFI1 PF12 PF13 PF14 PFI5 PF16 PFI PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PFI3 PF14 PF15 PF16 PFI PF2 PF3 PF4 PF5 P176 PF7 PF8 PF9 PFIO PFI1 PF12 PF13 PF14 PF15 PF16 Dimming Data efault Data - No Dimming Programmed Lane Defination Lanes Name Green Yellow Rod Green Yellow Inbound Inbound Inbound Outbound Outbound Data - Lane Defination Preemption Data :eneral Preemption Data lash > Preempt I Preempt 2 = Preempt 3 Preempt 4 = Preempt 5 reempt I > Preempt 2 Preempt 3 = Preempt 4 Preempt 5 = Preempt 6 Page 10 of 14 6 Preempt Timers Non- Link to Gat Select Ped Track �� DwellFP�ed Return Ext Dura Max Lock- Min Min Debo ext Greenlear Iced Locking Preemptnelay end tion Call Out Green Walk unce end Clear Yel Ked Grn Pcd Ycl fled I Yel ] No 0 0 0 0 0 0 0 0 0 0 8 40 20 10 8 40 20 10 8 40 20 2 Yes 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 3 Yes 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 4 No 0 0 0 0 0 0 0 0 0 0 8 40 20 10 8 40 20 10 8 40 20 5 Yes 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 6 No 0 0 0 0 0 0 0 0 0 0 8 10 20 10 8 40 20 10 8 40 20 a Preempt. l Preempt 2 Preempt 3 Preempt 4 Preempt 5 Preempt 6 Exit Exit Exit Exit Exit Exit exit Exit Exit Exit Exit Exit Phase Phase Calls Phase Plisse Calls Phas:; Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls 1 No Yes 1 No Yes I No Yes 2 No Yes 2 No Yes 2 No Yes 3 No Yes 3 No Yes 3 No Yes 4 No Yes 4 No Yes 4 No Yes 5 '_`o Yes 5 No Yes 5 No Yes 6 No Yes 6 No Yes 6 No Yes 7 No Yes 7 No Yes 7 No Yes 8 No Yes 8 N0 Yes 8 Iwo Yes Priority Timers Prio Non- lac[ Ext Free Free Min No Lockl-ock Max Pre- Excl-co Transit Overlap rity l.,oekulg ay end Dial SplitCirecn out A B Lock out out Crreen Green Recall Svc. Phase Sip��al `IYPe Blankout Priority Detector Channels Priority Detector Priority- Fixed Phases Priority Legend: 0 1 CO -PHASE FALSE TRUE QJ-PHASE Page 11 of 14 Priority Priority Bank: Level Partial Priority Full Priority Recovery Alt Seq Freq. Override Method Alt Seq Enabled Ped skip Return Min Walk Force full Priority PedWait Frequency PedOverride Freq. Level Codes: 0 X FALSE TRUE Priority: Priority Bank: Queu Phase Detector Time Default data Priority: Priorilty Bank : Queu Phase Detector Time Default data Priority : Priority Bank: Queu Phase Detector Time f Default data Priority : Priority Bank: Queu Phase Detector Time Default data Priority: .rl r.w Queu Phase .Detector Time Default data Priority : Priority Bank Queu Phase Detector Time Default data Priority: Priority Bank Bank Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Priority : Priority Bank Bank Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Priority : Priority Bank Bank Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B lfault Data Default Data Page 12 of 14 Preempt 1 Vehical Phases Ph. Track Dwell Cycle Pedestrian Phases Ph Track Dwell Cycle Overlaps Ovlp Track Dwell Cycle Default Data Default Data Default Data Preempt 2 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cyi,le Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle 2 Red Green NO Default Data Default Data Preempt 3 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwel": Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle Default Data Default Data Default Data Preempt 4 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle Default Data Default Data Default Data Preempt 5 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Pb, i'rack Dwell Cycle ()Vlp. Track Dwell ('ycic 1 Red Green No i Red Flash No 6 Red Green No Default Data Preempt 6 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle Default Data Default Data Default Data System/Detectors Data Local Critical Alarms Revert to Backup: 15 1 st Phone: Local Fr e: No Cycle Failure: No Coord Failure: No Conflict Flash: No Remote Flash: No 2nd Phone: Local Fash: No Cycle Fault: No Coord Fault: 110 Premption:'_�o Voltage Monitor: No Special Statue I : No Special Status 2: No Special Status 3: No Special Status 4: No Special Status S: No Special Status 6: No Traffic Responsive system Detector Veh/ Average Occupancy Min Queue I System Weight Queue 2 System Weight Detector Channel Name Hr Time(mins) Correction/10 Volume -0 Detector; Detectors Factor Detectors Detectors Factor Default Data Default Data Default Data Sample Interval: Queue: l Input Selection: 0—Average Queue: Detector Failed Level : 0 Level Enter Leave Dial / Split / Offset Queue: 2 Input Selection: 0=.Average I f Detector Failed Level : 0 Default Data Vehical Detector Vehical Detector Special Detector Diagnostic Value 0 Diagnostic Value I Diagnostic Value 0 Max No Erratic Max No Erratic Max No Erratic Detector Presence Activity Count Detector Presence Activity Count Detector Presence Activity Count Default Data - Diag 0 Values Default Data - No Diag 1 Values Default Data - No Diag 0 Valu Page 13 of 14 Pedestrian Detector Pedestrian Detector Special Deflector Diagnostic Value 0 Diagnostic Value I Diagnostic Value I Max No Erratic Max No Erratic Max No Erratic Detector Presence Activity Count Detector Presence Activity Count Detector Presence Activity Count Default Data - No Diag 0 Values Default Data - No Diag 1 Values Default Data - No Diag 1 Values Speed Trap Data Speed Trap Speed Trap Speed Trap: Dial/Split/Offset Low Treshold High Treshold Measurement: Detector 1 Detector 2 Distance. Default Data Default Data Volume Detector Data Report Interval Volume Controller Detector Detector Number Channel Default Data Page 14 of 14 Epj�pCP'R, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE# VA 22901 Appendix C Synchro Analysis Outputs HCM 2010 TWSC 1: Running Deer & Rt 250 02/27/2018 Intersection Int Delay, stveh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + F 41. Traffic Vol, vehlh 103 5 4 197 24 11 Future Vol, vehlh 103 5 4 197 24 11 Conflicting Peds, #1hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 260 M - 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 8 20 0 9 8 9 Mvmt Flow 112 5 4 214 26 12 Major/Minor Ma or1 M -or2 Minor1 Conflicting Flow All 0 0 112 0 335 112 Stage 1 - - - 112 - Stage 2 - 223 - Critical Hdwy 4.1 - 6.48 6.29 Critical Hdwy Sig 1 - 5.48 - Critical Hdwy Stg 2 - - 5.48 - Follow-up Hdwy a 2.2 3.572 3.381 Pot Cap-1 Maneuver - - 1490 v 648 922 Stage 1 - e - 898 Stage 2 - - 800 - Platoon blocked, % e Mov Cap-1 Maneuver 1490 - 646 922 Mov Cap-2 Maneuver - 646 Stage 1 - - 898 Stage 2 - - - 798 A roach EB WB NS HCM Control Delay, s 0 0.1 10.3 HCM LOS B Minor LanelMaior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 713 1490 - HCM Lane VIC Ratio 0.053 0.003 - HCM Control Delay (s) 10.3 7.4 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.2 0 Breezy Hill TIA Existing AM Synchro 9 Report EPR Page 1 HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 02!27!2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT 98R Lane Configurations t 't t if 4 �o Traffic Volume (vehlh) 184 231 11 16 688 45 11 1 2 44 0 473 Future Volume (vehlh) 184 231 11 16 688 45 11 1 2 44 0 473 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 100 1.00 100 100 100 1.00 100 1.00 Parking Bus, Adi 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh!h!In 1827 1845 1275 1086 1881 1937 1900 1104 1900 1900 1882 1881 Adj Flow Rate, vehlh 202 254 0 18 756 0 12 1 0 48 0 0 Adj No of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0,91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap,vehfi 298 1070 628 438 1045 914 41 3 0 119 0 107 Arrive On Green 007 058 000 001 018 000 004 0.04 0.00 007 000 000 Sat Flow.veh/h 1740 1845 1084 1034 1881 1647 974 81 0 1792 0 1599 Grp Volume(v): veh!h 202 254 0 18 756 0 13 0 0 48 0 0 Grp Sat Flow(s).veh!hlin 1740 1845 1084 1034 1881 1647 1056 0 0 1792 0 1599 Q Serve(g_s), s 6.0 8.0 00 0.9 454 0.0 1.4 0.0 00 3.1 0.0 00 Cycle Q Clear(g_c), s 6.0 8.0 0.0 0.9 45.4 0A 14 0.0 0.0 3.1 0.0 0-0 Prop In Lane 100 100 100 100 092 0.00 100 I ei-1 Lane Grp Cap(c), veh!h 298 1070 628 438 1045 914 44 0 0 119 0 107 VIC Ratio(K) 0.68 024 0.00 0.04 0 72 0.00 030 0.00 0.00 040 000 0.00 Avail Cap(c_a), vehlh 298 1070 628 455 104.5 914 124 0 0 202 0 180 HCM Platoon Ratio 100 100 100 033 033 033 100 1.00 1,00 100 100 100 Upstream Filter(I) 1.00 1.00 0.00 U.f9 UJ9 U.OU U9 U.UU U.uc i.UU 0.00 0,00 Uniform Delay (d), s!veh 219 123 00 103 403 0.0 55.8 0.0 00 537 0.0 0.0 Incr Delay (d2), s/veh 6.0 0,5 0.0 0.0 3.5 0.0 4.4 0.0 3.0 4.6 0.0 0.0 Initial 0 Delay(d3),slveh 00 00 00 00 00 00 00 0.0 0.0 00 0.0 0.0 %ile BackOfQ(50%),vehAn 4.0 4.2 0.0 0.3 24.7 0.0 0.5 0.0 0.0 1.7 0.0 0.0 LnGrp Delay(d),slveh 279 12.8 00 104 43.8 00 60.2 00 00 58.3 00 0.0 LnGrp LOS C B B D E E Approach Vol, veh!h 456 774 13 48 Approach Delay, s/veh 19.5 43.0 60.2 58.3 Approach LOS B D Timer .....� 2 3 4 . _ 5 6 7 8 Assigned Phs 1 2 4 5._.__ 6 8 Phs Duration (G+Y+Rc), s 15.0 79.6 14.5 18.0 76.6 10.9 Change Period (Y+Rc), s 100 100 6-5 100 10.0 59 Max Green Setting (Gmax), s 7.0 53.0 13.5 $A 52.0 14.1 Max Q Clear Time (g_c+l1), s 29 100 5.1 8.0 474 34 Greer Ext Time (p-c), s 0.0 9.6 0.1 0.0 2.7 0.0 Intersection Summary HCM 2010 Ctrs Delay 35.5 HCM 2010 LOS D Breezy Hill TIA Existing AM EPR Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 4: H Milton & Rt 250 0212712018 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r ' + f Traffic Volume (veh/h) 122 149 94 361 395 46 Future Volume (veh/h) 122 149 94 361 395 46 Number 2 12 1 6 7 14 Initial 0 (0b), veh 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 100 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhAn 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 137 41 106 406 444 23 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 241 215 246 489 1128 866 Arrive On Green 0.04 0.04 0.07 0.27 0.61 0.61 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 137 41 106 406 444 23 Grp Sat Flow(s),vehlhAn1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 8.8 2.9 6.2 24.9 14.8 0.8 Cycle 0 Clear(g_c), s 8.8 2.9 6.2 24.9 14.8 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 241 215 246 489 1128 866 VIC Ratio(X) 0.57 0.19 0.43 0.83 0.39 0.03 Avail Cap(c a), vehlh 490 438 303 802 1128 866 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00 Unlform Delay (d), siveh 54.1 51.2 39.7 41.5 12.3 9.5 Incr Delay (d2), stveh 2.9 0.6 0.9 5.3 1.0 0.1 initial 0 Delay(d3),shreh 0.0 0.0 0.0 0.0 0.0 0.0 %Ile 6ackOfO(50%),veh/lr4.7 1.4 3.0 13.4 7.8 0.3 LnGrp Delay(d),stveh 57.0 51.8 40.6 46.8 13.3 9.5 LnGrp LOS E D D D B A Approach Vol, veh/h 178 512 467 Approach Delay, slveh 55.8 45.6 13.1 Approach LOS E D B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t6.0 23.6 80.4 39.6 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gma1¢,8 32.2 * 52 52.2 Max Q Clear Time (g_c+115,2; 10.8 16.8 26.9 Green Ext Time (p c), s 0.1 4.7 2.7 4.9 Intersection Summary HCM 2010 Ctrl Delay 34.0 HCM 2010 LOS C Notes Breezy Hill TIA Existing AM Svnchro 9 ReDort EPR Page 3 HCM 2010 TWSC 1: Running Deer & Rt 250 02/2712018 Intersection Int Delay. siveh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r 4 Y Traffic Vol, vehlh 382 32 2 89 17 7 Future Vol, vehlh 382 32 2 89 17 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 260 0 Veh in Median Storage, # 0 - 0 0 Grade- % 0 0 0 Peals Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 16 0 10 24 14 Mvmt Flow 411 34 2 96 18 8 _Ma1or/Minor N�ajnr, __Malo�2 __ Minorl Conflicting Flo%v Ali 0 0 411 0 511 411 Stage 1 411 - Stage 2 - 100 Critical Hdwy 41 664 634 Critical Hdwy Stg 1 6.64 Critical Hdwy Stg 2 5-64 Follow-up Hdwy 2.2 - 3.716 3.426 Pot Cap-1 Maneuver 1159 486 616 Stage 1 624 Stage 2 872 Platoon blocked, % Mov Cap-1 Maneuver 1159 - 485 616 Mov Cap-2 Maneuver - - 485 Stage 1 - 624 - Stage 2 - - 870 Approach EB WB NB HCM Control Delay, s 0 02 123 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehlh) 517 1159 HCM Lane VIC Ratio 0.05 0.002 HCM Control Delay (s) 123 81 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 02 0 Breezy Hill Existing PM Synchro 9 Report EPR Page 1 HCM 2010 Signalizes! Intersection Summary 3: Quarry/Rt 22 & Rt 250 02/27/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I t F I If 4 ,T r Traffic Volume (vehlh) 510 907 2 1 290 18 3 1 5 36 0 244 Future Volume (vehlh) 510 907 2 1 290 18 3 1 5 36 0 244 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 100 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 Adj Sat Flow, vehIhAn 1863 1881 1317 950 1863 1976 1900 1618 1900 1900 1918 1845 Adj Flow Rate, vehlh 548 975 0 1 312 0 3 1 1 39 0 0 Adj No, of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap,veh/h 597 1019 607 121 925 834 41 14 14 133 0 114 Arrive On Green 0.09 0.54 0.00 0.02 016 0.00 0.05 0.05 0.05 0.07 0.00 0.00 Sat Flow, vehlh 1774 1881 1120 905 1863 1680 911 304 304 1827 0 1568 Grp Volume(v), vehlh 548 975 0 1 312 0 5 0 0 39 0 0 Grp Sat Flow(s),vehlhAn 1774 1881 1120 905 1863 1680 1519 0 0 1827 0 1568 Q Serve(g_s), s 10.0 54.2 0.0 0.1 16.3 0.0 0.3 0.0 0.0 2.2 0.0 0.0 Cycle Q Clear(g_c), s 10.0 54.2 0.0 0.1 16.3 0.0 0.3 0.0 0.0 2.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.20 1.00 1.00 Lane Grp Cap(c), vehlh 597 1019 607 121 925 834 69 0 0 133 0 114 VIC Rado(X) 0.92 0.96 0.00 0.01 0.34 0.00 0.07 0.00 0.00 0.29 0.00 0.00 Avail Cap(c a), vehlh 597 1019 607 129 925 834 333 0 0 141 0 121 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1A0 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.95 0.95 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), stveh 24.5 24.0 0.0 23.3 30.0 0.0 50.3 0.0 0.0 48.3 0.0 0.0 Incr Delay (d2), sfveh 19.3 19.5 0.0 0.0 0.9 0.0 0.5 0.0 0.0 2.6 0.0 0.0 Initial Q Delay(d3),slveh 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 BackOfO(50%),vehAn 14.9 33.4 0.0 0.0 8.7 0.0 0.2 0.0 0.0 1.2 0.0 0.0 LnGrp Delay(d),s/veh 43.9 43.4 0.0 23.4 30.9 0.0 50.8 0.0 0.0 50.9 0.0 0.0 LnGrp LOS D D C C D D Approach Vol, vehlh 1523 313 5 39 Approach Delay, slveh 43.6 30.9 50.8 50.9 Approach LOS D C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 69.6 14.5 20.0 64.6 10.9 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 6.0 39.0 8.5 10.0 35.0 24.1 Max Q Clear Time (g_c+11), s 2.1 56.2 4.2 12.0 18.3 2.3 Green Ext Time (p c), s 0.0 0.0 0.1 0.0 9.4 0.0 Intersection Summary HCM 2010 Ctr! Delay 41.7 HCM 2010 LOS D Breezy Hill Exis ing PM Synchro 9 Report EPR Page 2 HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 02127/2018 --* �Iv *,- Movement EBT EBR WBL WBT NBL NBR Lane Configurations t if t if Traffic Volume (vehlh) 560 443 26 172 141 30 Future Volume (vehlh) 560 443 26 172 141 30 Number 2 12 1 6 7 14 Initial Q (0b), veh 0 0 0 0 0 0 Ped-Bike Adj(A pbT) 100 1.00 100 100 Parking Bus. Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlh/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, vehlh 596 322 28 183 150 9 Adj No of Lanes 1 1 1 1 1 1 !, Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, vehlh 1188 1050 420 1410 191 165 Arrive On Green 063 0.63 0.05 076 0,10 010 Sat Flow, vehlh 1881 1663 1675 1863 1863 1615 Grp Volume(v), vehlh 596 322 28 183 150 9 Grp Sat Flow(s),vehlhlln1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 188 97 0.6 2.9 86 06 Cycle 0 Clear(g_c), s 18.8 9.7 0.6 2.9 8.6 0.6 Prop In Lane 100 100 100 1.00 Lane Grp Cap(c), vehlh 1188 1050 420 1410 191 165 V/C Rabo(X) 0.50 0.31 007 013 0.79 0.05 Avail Cap(c a), vehlh 1188 1050 469 1410 462 401 HCM Platoon Ratio 100 100 100 100 100 1.00 Upstream Filter(l) 0.09 0.09 1.00 1.00 1,00 1.00 Uniform Delay (d), slveh 10:9 93 7.0 36 48.2 446 Incr Delay (d2). slveh 0.1 0.1 0.0 0.2 9.8 0.2 Initial Q Delay(0),slveh 0 0 00 0-0 0.0 0.0 00 We BackOfQ(50%),vehllr9.6 4.5 0.3 1.5 5.0 0.3 LnGrp Delay(d),slveh 111 9.3 70 38 580 44.8 LnGrp LOS B A A A E D _ Approach Vol, vehlh 918 211 159 Approach Delay, slveh 10.5 4.2 57.2 Approach LOS B A E ■ a- '= ' - Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), $3.8 77.2 19,0 91.0 Change Period (Y+Rc), s 7.8 78 * 7 7 78 Max Green Setting (Gma*Z 50.2 * 27 52.2 Max 0 Clear Time (g_c+lq (b 20-8 10-6 4-9 Green Ext Time (p-c), s 0.0 9.8 0.6 11.0 Intersection Summary HCM 2010 Ctri Delay 15.2 HCM 2010 LOS B Notes Breezy Hill Existing PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: Running Deer & Rt 250 03/01/2018 Intersection Int Belay, slveh Movement 1 _ EBT EBR WBL WBT NBL NBR Lane Configurabons t „ , 4' Traffic Vol, vehlh 147 6 4 249 26 12 Future Vol, vehlh 147 6 4 249 26 12 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 260 - 0 - Veh in Median Storage, # 0 0 0 - Grade, °% 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, °% 8 20 0 9 8 9 Mvmt Flow 160 7 4 271 28 13 Ma'orlMinor Myjorl M 'or2 Minorl Conflicting Flow All 0 0 160 0 439 160 Stage 1 - 160 Stage 2 - 279 Critical Hdwy 4.1 - 6.48 6.29 Critical Hdwy Stg 1 - - 5.48 - Critical Hdwy Stg 2 - 5.48 - Follov-up Hdwy 2.2 3,572 3.381 Pot Cap-1 Maneuver 1432 - 564 867 Stage 1 854 Stage 2 755 Platoon blocked, °% - Mov Cap-1 Maneuver 1432 - 562 867 Mov Cap-2 Maneuver 562 - Stage 1 854 - Stage 2 753 Approach _ES W8 NB HCM Control Delay, s 0 0.1 11.1 HCM LOS B Minor LanelMaior Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehm) 632 1432 - HCM Lane WC Ratio 0.065 0.003 HCM Control Delay (s) 11.1 7.5 0 HCM Lane LOS B A A HCM 95th °%tile Q(veh) 0.2 0 Breezy Hill TIA 2023 No Build AM Synchro 9 Report EPR Page 1 HCM 2010 Signalized Intersection Summary 3: QuarrylRt 22 & Rt 250 03/01/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT rLBR Lane Configurations + f +T Traffic Volume (vehlh) 202 303 12 18 893 58 12 1 2 52 0 520 Future Volume (vehlh) 202 303 12 18 893 58 12 1 2 52 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 100 00 1 00 100 100 100 100 100 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 Adj Sat Flow. vehlhlln 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, vehlh 222 333 0 20 981 0 13 1 0 57 0 0 Adj No of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0,91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap,vehih 383 1129 664 254 870 761 38 3 0 110 0 98 Arrive On Green 019 061 000 0.08 092 000 004 004 0.00 006 000 000 Sat Flow.vehm 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), vehlh 222 333 0 20 981 0 14 0 0 57 0 0 Grp Sat Flow(s),veh/hlln 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g-s), s 10.7 111 0.0 15 60.1 00 17 0.0 00 40 00 00 Cycle Q Clear(g-c). s 10.1 11.1 0.0 1.5 60A 0.0 1.7 0,0 0.0 4.0 0.0 0.0 Prop In Lane 100 100 100 100 093 0.00 100 100 Lane Grp Cap(c), vehfh 383 1129 664 254 870 761 41 0 0 110 0 98 VIC Ratio(X) 058 029 000 0.08 113 000 0.35 000 000 0-52 0.00 000 Avail Cap(c_a), vehlh 383 1129 664 254 870 761 41 0 0 338 0 301 HCM Platoon Ratio 1.00 1.00 100 200 200 100 100 100 100 100 100 100 Upstream Filter(l) 1.a0 1.00 0.U0 0.53 0.53 u.uu 1.UU U.Uu 01)0 1.00 0,00 0.00 Uniform Delay (d), s/veh 45.8 119 00 235 49 00 609 0.0 00 591 00 0.0 Incr Delay (0), s,'veh 2.2 0.7 V.0 0.1 66.0 0.0 6.0 0.0 0.0 7.8 0.0 0.0 Initial Q Delay(d3),slveh 0.0 0.0 00 00 00 00 0-0 0.0 00 00 00 00 %Ile BackOfQ(50%),vehlln 7.4 5.9 0.0 0A 41.1 0.0 0:6 0.0 0.0 2.2 0.0 0.0 LnGrp Delay(d),slveh 480 126 00 236 70.9 0.0 669 00 0-0 669 00 0.0 LnGrp LOS D B C F E E _ Approach Vol, vehlh 555 1001 14 57 Approach Delay, slveh 26.7 69.9 66.9 66.9 Approach LOS C E E E Timer 1 2 3 4 5 6 7 8 _ Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 89.6 14.5 34.5 70.1 %9 Change Period (Y+Rc), s 100 100 6.5 100 10.0 5.9 Max Green Setking (Gmax). s 5.0 63.1 24.5 8.0 60.1 5.0 Max Q Clear Time (g_c+ll), s 35 131 60 127 621 37 Green Ext Time (p_c), s 0.0 3.0 0.3 0.0 0.0 0.0 Intersection Summary HCM 2010 Ct l Delay 55.1 HCM 2010 LOS E Breezy Hill TIA 2023 No Build AM Synchro 9 Report EPR Page 2 HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 03/01/2018 --O� 1*-- Movement EST EBR WBL WBT NBL NBR Lane Configurations + F I f I ir Traffic Volume (vehlh) 187 164 121 541 435 59 Future Volume (vehlh) 187 164 121 541 435 59 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1,00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhAn 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 210 49 136 608 489 23 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap,veh/h 422 376 400 817 593 455 Arrive On Green 0.08 0.08 0.09 0.44 0.32 0.32 Sat Flow, vehlh 1827 1631 1723 1845 1863 1429 Grp Volume(v), vehlh 210 49 136 608 489 23 Grp Sat Fiow(s),vehl I0827 1631 1723 1845 1863 1429 Q Serve(g_s), s 7.2 1.8 3.6 17.8 15.8 0.7 Cycle Q Clear(g_c), s 7.2 1.8 3.6 17.8 15.8 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 422 376 400 817 593 455 V/C Ratio(X) 0.50 0.13 0.34 0.74 0.82 0.05 Avail Cap(c_a), vehfh 422 376 400 817 593 455 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(1) 0.94 0.94 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 26.4 23.9 15.5 15.0 20.5 15.3 Incr Delay (d2), s1veh 1.2 0.2 0.4 4.0 12.3 0.2 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehAr8.8 0.8 1.7 9.9 10.0 0.3 LnGrp Delay(d),stveh 27.6 24.1 15.8 19.0 32.8 15.6 Ln Grp LOS C C B B C B Approach Vol, vehlh 259 744 512 Approach Delay, slveh 27.0 18.4 32.0 Approach LOS C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t3.8 22.8 28.4 36.6 Change Period (Y+Rc), s 7,8 7.8 * 7.7 7.8 Max Green Setting (Gma)413 15.0 ' 21 28.8 Max Q Clear Time (g_c+IV,6; 9.2 17.8 19.8 Green Ext Time (p-c), s 0.0 3.2 0.8 4.5 Intersection Summary HCM 2010 Ctrl Delay 24.5 HCM 2010 LOS C Notes Breezy Hill TIA 2023 No Build 'AIM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: Running Deer & Rt 250 03/01/2018 Intersection ant Delay. slveh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + Traffic Vol, vehlh 475 35 2 161 19 8 Future Vol, vehlh 475 35 2 161 19 8 Conflicting Peds, #1hr 0 0 0 0 0 0 Sigr Control Free Free Free Free Stop Stop RT Channelized None None • None Storage Length 260 - 0 Veh in Median Storage, # 0 0 0 Grade, % Q 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles. % 3 16 0 10 24 14 Mvmt Flow 611 38 2 173 20 9 Major/Minor _ Ma�oPi Ma)or2 _ Minors _ Conflicting Flow All 0 0 511 0 688 511 Stage 1 511 - Stage 2 177 Critical Hdwy 41 664 6.34 Critical Hdwy Stg 1 5.64 Critical Hdwy Stg 2 564 - Follow-up Hdwy 2.2 3,716 3.426 Pot Cap-1 Maneuver 1065 - 380 540 Stage 1 - 560 - Stage 2 - 803 Platoon blocked, % Mov Cap-1 Maneuver - 1065 379 540 Mov Cap-2 Maneuver 379 Stage 1 - 560 Stage 2 801 #4MT@ch EB WB NB HCM Control Delay, s 0 0.1 14.3 HCM LOS B Minor LanelMaior Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehlh) 416 - 1065 - HCM Lane V1C Ratio 0.07 0.002 - HCM Control Delay (s) 143 _ 84 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 02 0 Breezy Hill 2023 No Build PM EPR Synchro 9 Report Page I HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 03101/2018 II ■I!\ I - - !P� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 +- if I 4 r 4 4 If Traffic Volume (veh/h) 561 1144 2 1 392 45 3 1 6 60 0 268 Future Volume (veh/h) 561 1144 2 1 392 45 3 1 6 60 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/hnn 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1230 0 1 422 0 3 1 0 65 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 883 1395 831 117 1177 1061 29 10 0 84 0 72 Arrive On Green 0.13 0.74 0.00 0.05 1.00 0.00 0.02 0.02 0.00 0.05 -0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 1172 391 0 1827 0 1568 Grp Volume(v), veh/h 603 1230 0 1 422 0 4 0 0 65 0 0 Grp Sat Flow(s),veh/hAn 1774 1881 1120 905 1863 1680 1562 0 0 1827 0 1568 Q Serve(g_s), s 23.0 97.6 0.0 0.1 0.0 0.0 0.5 0.0 0.0 7.0 0.0 0.0 Cycle Q Clear(g_c), s 23.0 97.6 0.0 0.1 0.0 0.0 0.5 0.0 0.0 7.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.75 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 883 1395 831 117 1177 1061 39 0 0 84 0 72 WC Ratlo(X) 0.68 0.88 0.00 0.01 0.36 0.00 0.10 0.00 0.00 0.77 0.00 0.00 Avail Cap(c_a), vshth 1113 1395 831 117 1177 1061 39 0 0 153 0 131 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.93 0.93 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), shah 7.6 19.3 0.0 25.5 0.0 0.0 95.3 0.0 0.0 94.3 0.0 0.0 Incr Delay (d2), s/veh 1.2 8.3 0.0 0.0 0.8 0.0 1.4 0.0 0.0 26.3 0.0 0.0 Initial Q Delay(d3),slveh 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 Back0fQ(50%),veh/In 11.4 53.4 0.0 0.0 0.3 0.0 0.2 0.0 0.0 4.2 0.0 0.0 LnGrp Delay(d),s/veh 8.8 27.6 0.0 25.5 0.8 0.0 96.7 0.0 0.0 120.6 0.0 0.0 LnGrp LOS A C C A F F Approach Vol, veh/h 1833 423 4 65 Approach Delay, s/veh 21.4 0.9 96.7 120.6 Approach LOS C A F F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 158.4 15.7 37.0 136.4 10.9 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 140.9 16.7 53.0 92.9 5.0 Max Q Clear Time (g_c+11), s 2.1 99.6 9.0 25.0 2.0 2.5 Green Ext Time (p c), s 0.0 23.6 0.2 2.0 32.6 0.0 Intersection Summary _ _21111111 HCM 2010 Ctrs Delay 20.6 _ HCM 2010 LOS C Breezy Hill 2023 No Build PM Synol-lid 9 Report EPR Page 2 HCM 2010 Signalizes! Intersection Summary 4: N Milton & Rt 250 03101/2018 --Ip "*V 411" *,- Movement EBT EBR WBL WBT NBL NBR _ Lane Configurations f if t r Traffic Volume (vehlh) 780 487 52 287 155 53 Future Volume (vehlh) 780 487 52 287 155 53 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 100 1 00 100 1.00 Parking Bus, Adj 1,00 1.00 1.00 1,00 1.00 1,00 Adj Sat Flow, vehlhlln 1881 1956 1759 1863 1956 1900 Adj Flow Rate. vehlh 830 396 55 305 165 9 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap. vehlh 1125 995 428 1371 203 176 Amve On Green 100 100 006 074 011 011 Sat Flow. vehlh 1881 1653 1675 1863 1863 1615 Grp Volume(v), veWh 830 396 55 305 165 9 Grp Sat Flow(s),vehlhlln1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 00 0.0 1.1 5.2 8.7 05 Cycle Q Clear(g_c), s 0.0 0.0 1.1 5.2 8.7 0.5 Prop In Lane 100 100 100 100 Lane Grp Cap(c), vehlh 1125 995 428 1371 203 176 VIC Ratio(X) 0.74 040 013 022 0.81 0.06 Avail Cap(c a), vehlh 1125 995 428 1371 266 231 HCM Platoon Ratio 200 2.00 1.00 100 100 1-00 Upstream Filter(I) 0.28 0.28 1.00 1.09 1.00 1.00 Uniform Delay (d), s1veh 0 0 00 54 4.2 436 399 incr Delay (d2), slveh 1.3 0.3 0.1 0.4 15.4 0.2 Initial Q Delay(d3),slveh 0.0 0.0 00 00 0.0 0.0 %ile BackOfQ(50%),veh/lr0.4 0.1 0.5 2.8 5.3 0.2 LnGrp Aelay(d).s/veh 13 0.3 5.5 4.5 59-0 401 LnGrp LOS A A A A E D _ Approach Vol, vehlh 1226 360 174 Approach Delay, slveh 1.0 4.7 58.0 Approach LOS A A E Timer r 2 3 4 _ 5 _ B 7 8 �- -- --- ---- Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t33.8 67.6 18.6 81.4 Change Period (Y+Rc), s 7.8 78 ' 7 7 78 Max Green Setting (Gma*d 56.4 ' 14 70.2 Max Q Clear Time (g c+11),'b 20 107 72 Green Ext Time (p-c), s 0.0 K2 0.2 21.1 Intersection Summary HCM 2010 Ctrl Delay 7.4 HCM 2010 LOS A Breezy Hill 2023 No Build PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 1: Running Deer & Rt 250 03101/2018 Intersection Int Delay, slveh 2.3 Movement EBT EBR WBL. WBT NBL NBR Lane Configurations ' ,0 ' Traffic Vol, vehlh 153 20 8 252 74 18 Future Vol, vehlh 153 20 8 252 74 18 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 260 - 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 8 20 0 9 8 9 Mvmt Flow 166 22 9 274 80 20 Major/Minor Ma'orl M 'or2 Minors Conflicting Flow All 0 0 166 0 457 166 Stage 1 - 166 Stage 2 291 Critical Hdwy 4.1 6.48 6.29 Critical Hdwy Stg 1 - a 5.48 - Critical Hdwy Stg 2 - - 5.48 - Follo►n�up Hdwy 2.2 3.572 3.381 Pot Cap-1 Maneuver - 1424 - 551 860 Stage 1 849 - Stage 2 746 - Platoon blocked, % Mov Cap-1 Maneuver - 1424 547 860 Mov Cap-2 Maneuver - 547 Stage 1 _ 849 Stage 2 740 Approach ES WB NB HCM Control Delay, s 0 0.2 12.4 HCM LOS B Minor LanelMaior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh1h) 589 1424 HCM Lane VIC Ratio 0.17 0.006 HCM Control Delay (s) 12.4 7.5 0 HCM Lane LOS B A A HCM 95th 46tife Q(veh) 0.6 0 Breezy Hill TIA 2023 Build AIM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Site Entrance & Rt 250 00112018 Intersection Int Delay, slveh Movement 1.3 EBT EBR WBL WBT NBL NBR Lane Configurations' Traffic Vol. vehlh 167 15 3 323 48 6 Future Vol; vehlh 167 15 3 323 48 6 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 300 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 182 16 3 351 52 7 MpjorlMmor - - Ma lor.i _ _ Malor2 - _M_ m_ or7 _ Conflicting Flow All 0 0 182 0 540 182 Stage 1 - 182 Stage 2 - 358 - Critical Hdwy 4.12 - 6.42 6-22 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 - 542 Follow-up Hdwy 2,218 3.518 3.318 Pot Cap-1 Maneuver 1393 - 503 861 Stage 1 - 849 - Stage 2 - 707 - Platoon blocked. °% Mov Cap-1 Maneuver 1393 - 501 861 Mov Cap-2 Maneuver 501 Stage 1 849 Stage 2 705 Approach EB WB NB HCM Control Delay, s 0 01 127 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehlh) 525 - 1393 - HCM Lane VIC Ratio 0.112 a 0.002 HCM Control Delay (s) 12.7 76 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 04 0 Breezy Hill TIA 2023 Build AM Synchro 9 Report EPR Page 2 HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 03/01/2018 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� Traffic Volume (veh/h) 202 330 12 18 972 62 12 1 2 53 0 520 Future Volume (veh/h) 202 330 12 18 972 62 12 1 2 53 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 100 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 Adj Sat Flow,vehmlfn 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 363 0 20 1068 0 13 1 0 58 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 343 1129 664 258 913 799 38 3 0 110 01 98 Arrive On Green 0.17 0.61 0.00 0.08 0.97 0.00 0.04 0.04 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 363 0 20 1068 0 14 0 0 58 0 0 Grp Sat Flow(s),vo011n 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 11.1 12.3 0.0 1.4 63.1 0.0 1.7 0.0 0.0 4.1 0.0 0.0 Cycle Q Clear(g_c), s 11.1 12.3 0.0 1.4 63.1 0.0 1.7 0.0 0.0 4.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 343 1129 664 258 913 799 41 0 0 110 0 98 WC Ratio(X) 0.65 0.32 0.00 0.08 1.17 0.00 0.35 0.00 0.00 0.53 0.00 0.00 Avail Cap(c_a), veh/h 343 1129 664 258 913 799 41 0 0 338 0 301 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1,00 1.00 Upstream Filter(i) 1.00 1.00 0.00 0.42 0.42 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), slveh 48.5 12.2 0.0 21.9 1.9 0.0 60.9 0.0 0.0 59.2 0.0 0.0 Incr Delay (d2), slveh 4.2 0.8 0.0 0.1 81.6 0.0 6.0 0.0 0.0 8.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 7.7 6.5 0.0 0.4 36.4 0.0 0.6 0.0 0.0 2.3 0.0 0.0 LnGrp Delay(d),slveh 52.7 12.9 0.0 22.0 83.5 0.0 66.9 0.0 0.0 67.2 0.0 0.0 LnGrp LOS D B C F E E Approach Vol, vehm 585 1088 14 58 Approach Delay, shreh 28.0 82.4 66.9 67.2 Approach LOS C F E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 89.6 14.5 31.5 73.1 10.9 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 63.1 24.5 5.0 63.1 5.0 Max Q Clear Time (g_c+l1), s 3.4 14.3 6.1 13.1 65.1 3.7 Green Ext Time (p c), s 0.0 3.2 0.4 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 63.5 HCM 2010 LOS E Breezy Full TIA 2023 Build AM Syn chro 9 RepWL EPR Page 3 HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 03/01/2018 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r t Vi "' Traffic Volume (vehih) 214 164 133 625 435 60 Future Volume (vehih) 214 164 133 625 435 60 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Pad -Bike Adj(A_pbT) 1.00 100 100 100 Parking Bus. Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlh/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, vehih 240 49 149 702 489 24 Adj No of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, vehih 422 376 379 817 593 455 Arrive On Green 0.08 008 0.09 044 0.32 0.32 Sat Flow, vehih 1827 1631 1723 1845 1863 1429 Grp Volume(v), vehih 240 49 149 702 489 24 Grp Sat Flow(s),vehlh/10827 1631 1723 1845 1863 1429 Q Serve(g_s), s 82 18 4.0 2,22 158 0.8 Cycle Q Clear(g_c). s 82 1.8 4.0 22.2 16.8 0.8 Prop 1n Lane 1.00 100 1.00 100 Lane Grp Cap(c), vehih 422 376 379 817 593 455 V/C Ratio(X) OR 0.13 0.39 086 0.82 005 Avai; Cap(c_a), vehih 422 376 379 817 593 455 HCM Platoon Ratio 0.33 033 100 100 1.00 100 Upstream Filter(I) 0.92 0.92 1.00 1.00 1.00 1.00 Uniform Delay (d), shreh 26.9 239 15.8 16.3 20.5 154 Incr Delay (d2), slveh 2.1 0.2 0.5 9.4 12.3 0.2 Initial Q Delay(d3),slveh 0 0 00 0-0 00 0.0 O.O °file 6ackQfQ(50%).vehhr4.4 0.8 1.9 13.2 10.0 0.3 LnGrp Delay(d),slveh 290 241 163 257 328 156 LnGrp LOS _ C C ---� B C_ C B Approach Vol, vehih 289 851 513 Approach Delay, slveh 28.2 24.0 32.0 Approach LOS C C C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t;3.8 22.8 28A 36.6 Change Period (Y+Rc), s 7 8 78 * 7.7 78 Max Green Setting (Gma)*& 15.0 ` 21 28.8 Max 0 Clear Time (g_c+l11,03 102 178 242 Green Ext Time (p-c), s 0.0 3.0 0.8 2.9 Intersection Summa HCM 2010 Ctrl Delay 27.2 HCM 2010 LOS C Notes Breezy Hill TIA 2023 Build AM Synchro 9 Report EPR Page 4 HCM 2010 TWSC 1: Running Deer & Rt 250 03/01/2018 Intersecction Int Delay, slveh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r 4 Y Traffic Vol, vehrh 480 89 10 168 49 13 Future Vol, veh/h 480 89 10 168 49 13 Conflicting Peds, Xhr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - 260 - - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 3 16 0 10 24 14 Mvmt Flow 516 96 11 181 53 14 Major/Minor Ma'orl M 'or2 Minorl Conflicting Flow All 0 0 516 0 718 516 Stage 1 - 516 - Stage 2 202 Critical Hdwy 4.1 - 6.64 6.34 Critical Hdwy Stg 1 - 5.64 Critical Hdwy Stg 2 - 5.64 - Follow up Hdwy 2.2 3.716 3.426 Pot Cap-1 Maneuver 1060 365 536 Stage 1 - 557 - Stage 2 - 782 Platoon blocked, % Mov Cap-1 Maneuver 1060 - 361 536 Mov Cap-2 Maneuver 361 Stage 1 557 - Stage 2 773 - Approach EB WB NB HCM Control Delay, s 0 0.5 16.2 HCM LOS C Minor LanelMajor Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehlh) 388 - - 1060 - HCM Lane V/C Ratio 0.172 - 0.01 HCM Control Delay (s) 16.2 - 8.4 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 0.6 0 - Breezy Hill 2023 Build PM Synchro 9 Report EPR Page ' HCM 2010 TWSC 2: Site Entrance & Rt 250 03101/2018 Intersection lnt Delay, slveh 0.8 EBT EBR WBL WBT NBL NBR _Movement _ _ Lane Configurations t r 4 Y _ Traffic Vol, vehlh 564 53 8 210 30 5 Future Vol. vehlh 564 53 8 210 30 5 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 300 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 613 58 9 228 33 5 MajorlMmor Majorl Ma10 _ T Minorl _ Conflicting Flow All 0 0 613 0 859 613 Stage 1 - 613 Stage 2 246 Critical Hdwy 4.12 642 622 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 542 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Gap-1 Maneuver 966 327 492 Stage 1 541 Stage 2 - 795 - Platoon blocked, % - Mov Cap-1 Maneuver 966 323 492 Mov Cap-2 Maneuver 323 Stage 1 - 541 Stage 2 m 786 Approach EB WB NB HCM Control Delay, s 0 03 169 HCM LOS C Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehlh) 340 966 HCM Lane WC Ratio 0.112 0,009 HCM Control Delay (s) 16.9 88 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 04 0 Breezy Hill 2023 Build PM Synchro 9 Report EPR Page 2 HCM 2010 Signalized Intersection Summary 3: Quar IRt 22 & Rt 250 03/01/2018 � 4- 1 I' t41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I + F I + F 4 4 if Traffic Volume (veh1h) 561 1245 2 1 444 50 3 1 6 62 0 268 Future Volume (vehlh) 561 1245 2 1 444 50 3 1 6 62 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial 0 (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 Adj Sat Flow, vehlhAn 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, vehih 603 1339 0 1 477 0 3 1 0 67 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Faclor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap,vehm 852 1393 829 79 1174 1059 29 10 0 86 0 74 Arrive On Green 0.14 0.74 0.00 0.05 1.00 0.00 0.02 0.02 0.00 0.05 0.00 0.00 Sat Flow, vehlh 1774 1881 1120 905 1863 1680 1172 391 0 1827 0 1568 Grp Volume(v), vehlh 603 1339 0 1 477 0 4 0 0 67 0 0 Grp Sat Flow(s),veh/hAn 1774 1881 1120 905 1863 1680 1562 0 0 1827 0 1568 Q Serve(g s), s 23.1 128.1 0.0 0.1 0.0 0.0 0.5 0.0 0.0 7.3 0.0 0.0 Cycle Q Clear(g_c), s 23.1 128.1 0.0 0.1 0.0 0.0 0.5 0.0 0.0 7.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.75 0.00 1.00 1.00 Lane Grp Cap(c), vehm 852 1393 829 79 1174 1059 39 0 0 86 0 74 V/C Ratio(X) 0.71 0.96 0.00 0.01 0.41 0.00 0.10 0.00 0.00 0.77 0.00 0.00 Avail Cap(c a), veh/h 1082 1393 829 79 1174 1059 39 0 0 153 0 131 HCM Platoon Ratio 1.00 1.00 1.00 2.00 a Q0 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.92 192 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), slveh 7.7 23.3 0.0 39.1 0.0 0.0 95.3 0.0 0.0 94.2 0.0 0.0 Incr Delay (d2), slveh 1.5 16.4 0.0 0.1 1.0 0.0 1.4 0.0 0.0 26.3 0.0 0.0 Initial Q Delay(d3),slveh 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 11.4 72.2 0.0 0.0 0.3 0.0 0.2 0.0 0.0 4.3 0.0 0.0 LnGrp Delay(d),slveh 9.2 39.8 0.0 39.2 1.0 0.0 96.7 0.0 0.0 120.5 0.0 0.0 LnGrp LOS A D D A F F Approach Vol, vehlh 1942 478 4 67 Approach Delay, s/veh 30.3 1.0 96.7 120.5 Approach LOS C A F F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 158.1 16.0 37.1 136.1 10.9 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 140.9 16.7 53.0 92.9 5.0 Max Q Clear Time (g_c+ll ), s 2.1 130.1 9.3 25.1 2.0 2.5 Green Ext Time (p c), s 0.0 9.3 0.2 2.0 43.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 27.2 -� HCM 2010 LOS C Breezy Hill 2023 Build PM Synchro 9 Report EPR Page 3 HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 --O� T it *' 03/01/2018 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + if ' + r Traffic Volume (vehlh) 884 487 56 344 155 56 Future Volume (veh1h) 884 487 56 344 155 56 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-BikeAdj(A_pbT) 1.00 100 100 1.00 Parking Bus. Adj 1.00 1.00 1.00 1.00 1,00 1.00 Adj Sat Flow, vehmlln 1881 1956 1759 1863 1956 1900 Adj Flow Rate. vehlh 940 411 60 366 165 10 Adj No of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap. vehlh 1 125 995 400 1371 203 176 Arrive On Green 100 100 0.06 0.74 0A1 0.11 Sat Flow, vehlh 1881 1663 1675 1863 1863 1615 Grp Volume(v), vehlh 940 411 60 366 165 10 Grp Sal Flow(s);veWhiln1881 1663 P675 1663 1863 1615 Q Serve(g_s), s 0.0 00 1.2 6.5 87 06 Cycle Q Clear(g_c), s 0.0 0.0 1.2 6.5 8.7 0.6 Prop In Lane 100 100 1.00 1.00 Lane Grp Cap(c), vehlh 1125 995 400 1371 203 176 VIC RaW(X) 0.84 041 015 027 0.81 006 Avail Cap(c_a). vehlh 1125 995 400 1371 266 231 HCM Platoon Ratio 200 2.00 1.00 100 100 100 Upstream Filter(I) 0.10 0.10 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 0.0 00 54 4.3 436 39.9 Incr Delay (d2), slveh 0.8 0.1 0.1 0.5 15.4 0.2 Initial Q Delay(d3),sfveh 0.0 0.0 00 00 0.0 00 %ile BackOfQ(50%),veh1h0.2 0.0 0,6 3A 5.3 0.3 LnGrp De1ay(d),slveh 0.8 01 55 4.8 590 40.1 LnGrp LOS A A E D _ Approach Vol, vehlh _A 1351 �A 426 175 Approach Delay, slveh 0.6 4.9 57.9 Approach LOS A A E Timer Assigned Phs 1 2 4 6 Phs Duraton (G+Y+Rc). t3.8 67.6 18.6 81.4 Change Period (Y+Rc), s 7 8 78 * 7 7 78 Max Green Setting (Gma*% 56.4 * 14 70.2 Max Q Clear Time (g_c+115.2; 20 10-7 8.5 Green Ext Time (p-c). s 0.0 25.4 0.2 26.7 Intersection Summary HCM 2010 Ctri Delay 6.7 HCM 2010 LOS A Notes Breezy Hill 2023 Build PM Synchro 9 Report EPR Page 4 p�C E PR, PAC. "ENGINEERING & PLANNING RESOURCES" E637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix D SimTraffic Analysis Outputs Queuing and Blocking Report Existing AM 0212712018 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 10 59 Average Queue (ft) 0 22 95th Queue (ft) 5 49 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WB WB NB SB Directions Served L T R L T R LTR LT Maximum Queue (ft) 186 180 51 303 825 300 88 75 Average Queue (ft) 79 73 5 24 371 58 20 12 95th Queue (ft) 143 142 28 144 775 231 63 45 Link Distance (ft) 432 432 898 551 Upstream Blk Time (%) 1 Queuing Penalty (veh) 11 Storage Bay Dist (ft) 430 330 300 800 Storage Bik Time (%) 0 19 0 Queuing Penalty (veh) 0 12 1 Intersection: 4: N Milton & Rt 250 Movement EB ES WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 207 130 180 386 362 107 Average Queue (ft) 67 45 75 196 149 12 95th Queue (ft) 146 98 170 343 293 65 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 1 0 0 12 1 0 Queuing Penalty (veh) 1 0 0 11 1 0 Breezy Hill TIA r SimTraftic Report Page 1 Queuing and Blocking Report Existing PM 02►2712018 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 10 63 Average Queue (ft) 0 19 95th Queue (ft) 6 51 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 411 521 110 335 406 15 275 83 66 58 Average Queue (ft) 183 374 4 37 68 1 120 9 11 8 95th Queue (ft) 328 565 59 241 303 8 231 49 40 33 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 0 13 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 13 0 0 0 Queuing Penally (veh) 0 0 0 0 Intersection: 4- N Milton Rt 25C Movement _ EB _ EB _ WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 636 130 58 110 212 40 Average Queue (ft) 330 110 15 28 91 8 95th Queue (ft) 590 170 43 75 172 24 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 15 1 0 Queuing Penalty (veh) 66 8 0 Breezy Hill ShTraffic Repwrt EPR Page 1 Queuing and Blocking Report 2023 No Build AM 03/01/2018 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 13 60 Average Queue (ft) 0 24 95th Queue (ft) 6 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WS WB NB SB SB Directions Served L T R L T R LTR LT R Maximum Queue (ft) 324 237 60 329 932 300 108 91 6 Average Queue (ft) 151 104 5 43 789 117 22 17 0 95th Queue (ft) 274 187 28 212 1208 347 72 56 5 Link Distance (ft) 432 432 898 551 1051 Upstream Blk Time 23 Queuing Penalty (veh) 220 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 48 0 Queuing Penalty (veh) 1 37 4 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 181 129 180 579 1089 325 Average Queue (ft) 74 49 117 349 740 143 95th Queue (ft) 140 99 232 605 1399 398 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 47 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time 1%) 0 0 47 59 1 Queuing Penalty (veh) 2 0 2 M 34 3 Breezy Hill TIA SimTraffic Report EPR Page 1 Queuing and Blocking Report 2023 No Build PM 03/01/2018 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT _ LR Maximum Queue (ft) 10 72 Average Queue (ft) 0 23 95th Queue (ft) 5 58 Link Distance (it) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 815 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 493 525 78 836 839 18 385 220 64 164 Average Queue (ft) 217 445 4 441 500 1 139 21 14 46 95th Queue (ft) 395 651 70 1096 1096 9 299 108 46 124 Link Distance (ft) 432 432 808 808 898 651 Upstream Blk Time (%) 1 28 0 13 24 Queuing Penally (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 28 0 0 Queuing Penalty (veh) 1 0 0 0 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 938 130 99 135 214 60 Average Queue(ft) 750 116 31 43 90 13 95th Queue (ft) 1189 172 70 101 167 36 Link Distance (ft) 898 664 1057 Upstream Blk Time (96) 7 Queuing Penalty (veh) 80 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 28 2 0 Queuing Penalty (veh) 134 14 0 Network Summary _ Network We Queuing Penalty, 229 Breezy Hill SimTratfic Report EPR Page 1 Queuing and Blocking Report 2023 Build AM 03/01/2018 Intersection: 1: Running Deer & Rt 250 Movement WB NB _ Directions Served LT LR Maximum Queue (ft) 25 74 Average Queue (ft) 1 35 95th Queue (ft) 12 62 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 3 54 Average Queue (ft) 0 21 95th Queue (ft) 2 41 Link Distance (ft) 673 221 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 WB WB WB NB SB Directions Served L T R T L T R LTR LT Maximum Queue (ft) 412 258 51 17 329 932 300 120 86 Average Queue (ft, 205 107 5 1 41 836 123 26 15 95th Queue (ft) 394 193 27 13 210 1203 357 80 51 Link Distance (ft) 432 432 808 898 551 Upstream Blk Time 3 25 Queuing Penalty (veh) 0 263 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 51 0 Queuing Penalty (veh) 1 41 5 Breezy Hill TIA ShTraffic Report EPR Page ° Queuing and Blocking Report 2023 Build AM Intersection: 4: N Milton & Rt 250 03101/2018 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 219 130 180 625 1109 325 Average Queue (ft) 84 53 130 402 790 167 95th Queue (ft) 166 110 240 634 1420 425 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 54 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 2 0 0 54 64 1 Queuing Penalty (veh) 3 0 3 71 38 4 Breezy Hill TIA Sim I raffic Report EPR Page 2 Queuing and Blocxing Deport 2023 Build PM 03/01/2018 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT - LR Maximum Queue (ft) 33 94 Average Queue (ft) 3 36 95th Queue (ft) 17 73 Link Distance (ft) 933 629 Upstream Blk Time (°�) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 32 55 Average Queue (ft) 2 18 95th Queue (ft) 16 41 Link Distance (ft) 673 215 Upstream Blk Time (°%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B16 B15 WB WS WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 493 527 67 840 855 21 420 256 76 152 Average Queue (ft) 238 469 2 674 693 1 173 25 13 51 95th Queue (ft) 443 633 40 1190 1171 10 358 127 51 128 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (ib) 3 34 0 26 45 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (°%) 34 0 2 0 Queuing Penalty (veh) 1 0 1 0 Breezy Hill SimTraffic Deport EPR Page 1 Queuing and Blocking Report 2023 Build PM 03/01/2018 Intersection: 4: N Milton & Rt 250 Movement EB EB W13 WB NB NS Directions Served T R L T L R _ Maximum Queue (ft) 939 130 106 162 194 58 Average Queue (ft) 813 112 35 58 93 16 95th Queue (ft) 1187 172 78 127 164 41 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 8 Queuing Penalty (veh) 108 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 30 2 0 0 Queuing Penalty (veh) 144 14 0 0 Breezy Hill Sim ► rai8c Report EPR Page 2 Eplb)CPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix E Turn Lane Warrant Sheets Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2018 Existing) Intersection: Route 250/Running Deer Approach Direction: Westbound Peak Hour: AM Peak Hour Left Turns (Vd: 4 vph Advancing Volume (VA): 201 vph Opposing Volume (Vo): 108 vph Operating/Design Speed (V): 60 mph • Left Turns in VA (Q: 5% (Calculated Value: 2.0%) • Trucks in VL: 0% Conclusion: No Left Turn Lane Required 800 FfIR, 600 w 500 J O 400 C7 z 300 CL 200 IL O 0 100 u 200 400 600 800 1000 VA ADVANCING VOLUME ( PH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2018 Existing) Intersection: Route 250/Running Deer Approach Direction: Westbound Peak Hour: PM Peak Hour Left Turns (VJ: 2 vph Advancing Volume (VA): 91 vph Opposing Volume (Vo): 414 vph Operating/Design Speed (V): 60 mph % Left Turns in VA (L): 5% (Calculated Value: 2.2%) % Trucks in VL: 0% Conclusion: No Left Turn Lane Required 800 riff 2 600 W j 500 J 0 400 0 Z 300 Cn pQ- 200 d O 0 100 ■■■■ MEMO ■[1■■■■■■■■■OEM ■■■■■■■ ■ ■■■■■■■■■■[1■■■■■■■■■■■■■■■■■■V = .0 .::d■ ■■■■■■■■■■■ti■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■►1%Emm ■■■■■■■■■■■■■�'■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■r■■■■■■ EEEEEEEEEEEEEEEEEEE EMEMEEEEEEEE MEEE - -. NN NN NN NI 0 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 No Build) Intersection: Route 250/Running Deer Approach Direction: Westbound Peak Hour: AM Peak Hour Left Turns (VL): 4 vph Advancing Volume (VA): 253 vph Opposing Volume (Vo): 153 vph Operating/Design Speed (V): 60 mph % Left Turns in VA (1): 5% (Calculated Value: 1.6%) • Trucks in V,: 0% Conclusion: No Left Turn Lane Re uired 800 1;1, 2 600 W 500 J 0 400 0 2 300 cL 200 d O o 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 No Build) Intersection: Route 250/Running Deer Approach Direction: Westbound Peak Hour: PM Peak Hour Left Turns (Vd: 2 vph Advancing Volume (VA): 163 vph Opposing Volume (Vo): 510 vph Operating/Design Speed (V): 60 mph • Left Turns in VA (L): 5% (Calculated Value: 1.2%) % Trucks in VL: 0% Conclusion: No Left Turn Lane Required ►ifIe 2 j 600 W 2 500 J 0 400 Z 300 Fn cL 200 OL O 0 100 MEMO ■=0MAMM■■■■MEMO NONE ■MEMO ■ ■■■■■q■ ■E■■■■■■■■■■■ ■ MEMO MEMO ■■11■■■■■■■■■■■M■M■■■■ S = Storage Length Required■ ■■■■■■■■■■!1■■■■■OMEN ■■■OM■■■■ V = :0 M ■■■■M■■■EEO■■E■■■q■■■■EO■■■O■q■■■■■■■■■■■■■■■■ ■■■M■■■■M■■■■►1■ q■■■■■■■■■Mq■■■■■■■MOM■■■■■■■ ■■■■■q■■■■■■K ■■■■■■■■■■■M■■■■■■■■MMM■MM■■■■■ ■■■■■■■■■■■■M■► ■■■■■■M■■■■M■■■■■M■■■■M■■■■MM■ ■M■■■M■■■■■M■■W ■■■■■■■MMMMM■■■■M■■M■M■■■■■■■■ ■■■■■■■■■■■■■■■, ■■■■■■ �� ■■■■■■■■■■■■■■■■■ ■■mmmm■m■■Om■■■\1 ■■■■■■ ■■■■M■M■■M■■M■■M■ ■ . - --. ��■�■q 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 Build) Intersection: Route 250/Running Deer Approach Direction: Westbound Peak Hour: AM Peak Hour Left Turns (Vd: 8 vph Advancing Volume (VA): 260 vph Opposing Volume (Vo): 173 vph Operating/Design Speed (V): 60 mph % Left Turns in VA (Q: 5% (Calculated Value: 3.1%) % Trucks in VL: 0% Conclusion: No Left Turn Lane Re uired j 600 .,. w 500 O 400 0 z 300 a 200 aL O v 100 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 Build) Intersection: Route 250/Running Deer Approach Direction: Westbound Peak Hour: PM Peak Hour Left Turns (VL): 10 vph Advancing Volume (VA): 178 vph Opposing Volume (Vo): 569 vph Operating/Design Speed (V): 60 mph % Left Turns in VA (L): 20% (Calculated Value: 5.6%) % Trucks in VL: 0% Conclusion: No Left Turn Lane Required 800 = 700 (L 600 W 500 J 0 > 400 (D z U) 300 0 d 200 0 j 100 ■■■■■■■�■A■■■■■■■■■■■■■■■■■■ urns AL S = Storage Length Required ■■!■■■■�I■■■■■■■■■■■■■■■■■■■■■V = 80 mph (Design Spead) ■■!■■■■t'■■■■■■■■■■■■■■■■■■■■■L = 10%MEMEMMEMNIMEMEMMOMMIMME ■■■■■■ ■■■■■■►�■!■■■■■■■■■■■■■■■■■■■■■■■■■!■■■■■■■■ !+■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■�■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■� ■■■■■■■■ �� ■■■■■■■■■■■■■■■■■■■■■ MEN ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ �IMMEM IMMEM IMMEM IMMEM IMMEM IMMEMEMMIN Q 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 Build) Intersection: Route 250/Site Entrance Approach Direction: Westbound Peak Hour: AM Peak Hour Left Turns (Vd: 3 vph Advancing Volume (VA): 326 vph Opposing Volume (Vo): 182 vph Operating/Design Speed (V): 60 mph • Left Turns in VA (L): 5% (Calculated Value: 0.9%) • Trucks in VL: 0% Conclusion: No Left Turn Lane Required :f1 r + I, 600 w 2 500 Z) 0 400 300 Cn O a 200 0` O 0 100 U 200 400 600 800 1000 VAADVANCING LING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 Build) Intersection: Route 250/Site Entrance Approach Direction: Westbound Peak Hour: PM Peak Hour Left Turns (Vd: 8 vph Advancing Volume (VA): 218 vph Opposing Volume (V.): 617 vph Operating/Design Speed (V): 60 mph % Left Turns in VA Q: 5% (Calculated Value: 3.7%) X Trucks in V.: 0% Conclusion: No Left Turn Lane Required I�8 2 j 600 w 2 500 J O 400 0 300 CA a 200 O 0 100 MEN ■■■■■■"■■■■■■ MEMO ■■■■■■■■■ ■ NONE ■N■■L1■■■■■■MEMO Room ■■■■■ ■ MEN ■ MEMO ■■A■■■■■MEMO BEEN ■■■■■ ■ ■■■■ MEMO ■■Sf■■■■■MEMO ■■■■■M■■■ . ■ ■■■■■■■■■■M■■■■■■■■■OMEN ■■■■■ ■ ■■■■■■■■■■■■\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■N■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■\'■■■■■■■■■■■■■■■m■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■m■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■M■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■M■■\ N■■■■■■■■■■■N■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■► ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■, ■■■■■■■■■■■■■■■■■■■■■■■ IT - - -. INEEN MEN u 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 Build) Intersection: Route 250/Site Entrance Approach Direction: Eastbound Peak Hour: AM Peak Hour Right Turns (VL): 15 vph Peak Hour Approach Total (V): 182 vph Conclusion: No Right Turn Lanes or Tapers Required 120 Q 100 O x Q W a 80 9 _ 2 U LU 60 z m H W 40 WE 2 a 20 0 PHV APPROACH TOTAL, VEHICLES PER HOUR Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Breezy Hill (2023 Build) Intersection: Route 250/Site Entrance Approach Direction: Eastbound Peak Hour: PM Peak Hour Right Turns (V J: 53 vph Peak Hour Approach Total (V): 617 vph Conclusion: Full -width Turn Lane and Ta er Re uired 120 PHV APPROACH TOTAL, VEHICLES PER HOUR EpfoC EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 MEMORANDUM TO: CHARLIE ARMSTRONG FROM: BILL WUENSCH, P.E., PTOE; WEI HE ORGANIZATION: SOUTHERN DEVELOPMENT DATE: OCTOBER 29, 2019 JANUARY 13, 2020 REVISED PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: BREEZY HILL SUPPLEMENTAL STUDY #1 UPDATE YOUR REFERENCE NUMBER: - WITH COORDINATED TRAFFIC SIGNALS AND BUS SERVICE ❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE Purpose and Methodology As requested, the purpose of this memorandum is to provide a supplemental study for the Breezy Hill development to examine the traffic operations at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Road. The focus of the analysis is to compare the 2023 no build scenario with existing traffic signal timing and control and 2023 build scenario that includes coordinated traffic signals and a morning and evening bus service that reduces the site traffic by 20 vehicles in the morning and evening. A comparison is made to examine if the 2023 build scenario with coordinated traffic signals and bus service will have improved traffic operations compared to 2023 no build scenario with existing traffic signals. In this study effort, EPR analyzed the traffic operations using Synchro and SimTraffic to determine the average vehicle delays, vehicle/capacity ratios, levels of service, and maximum queue lengths at the two study intersections. In the update, EPR further analyzed the average vehicle stops and corridor travel times using SimTraffic. 2023 No Build Scenario with Existing Traffic Signals The 2023 no build scenario traffic volumes were obtained from the prior study and are illustrated in Figure 1. The traffic volumes as illustrated in Figure 1 were analyzed in Synchro and SimTraffic and the results were reported in the attachments and summarized in Table 1. EPRp EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Figure 1 zuz3 No BMW scenario i rattic voiumes AM route 22 L 58 520 0 52 893 J l 18 route 25 202 lt � 487 303 00 1 1#112 1 2 164 12 MI PM route 22 45 268 0 60 1 392 Iroute 561 r* 1144 3 1 6 2 N Milton <= 541 fm i1i I rr 435 59 4m 287 78D d F 487 =� 1 155 53 N Md 'ton Table 12023 No Build Scenario Traffic Results site sate Intersection Approach Movement 2023 No Build AM 2023 No Build PM LOS V/C Delay Queue LOS V/C Delay Queue Route 250 EB EBL D 0.49 39.2 278 D 0.95 44.2 401 Route 250 EB EBT B 0.28 10.2 161 F 1.20 117.8 513 Route 250 EB EBR A 0.00 0.0 54 A 0.00 0.0 185 Route 250 WB WBL C 0.09 25.4 329 C 0.01 26.5 8 3. Route 250/ Route 250 WB WBT F 1.20 141.6 927 D 0.85 37.1 316 Route 22 Route 250 WB WBR A 0.00 0.0 300 A 0.00 0.0 174 Quarry NB NBL/NBT/NBR F 0.85 136.2 119 F 0.50 83.4 60 Rotue 22 SB SBL/SBT E 0.56 65.1 102 D 0.49 44.6 70 Rotue 22 SB I SBR A 0.00 0.0 6 A 0.00 0.0 0 Intersection Overall F 96.6 2276 F 81.9 1727 Route 250 EB EBT D 0.51 50.6 289 C 0.87 23.5 927 Route 250 EB EBR D 0.13 44.7 130 B 0.49 12.5 130 Route 250 WB WBL C 0.43 32.2 180 B 0.23 14.1 81 2. Route 250/ Route 250 WB WBT D 0.90 48.9 573 A 0.24 5.0 142 N Milton N Milton NB NBL C 0.52 21.9 743 D 0.73 37.5 167 N Milton NB I NBR B 0.04 15.1 296 C 0.10 29.2 59 Intersection Overall I D 1 1 38.2 1 2211 1 B 1 18.9 1 1506 K EPRp EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 2023 Build Scenario with Existing Traffic Signals In the 2023 build scenario, the Breezy Hill development was assumed to consist of 160 single family homes with one entrance to the site from Route 250. The generated site trips are summarized in Table 2. The site trips were assigned to the intersections based on the methodology as provided in the prior traffic study. The resulting 2023 build scenario traffic volumes are illustrated in Figure 2. Table 2 Trip Generation Use Description ITE Code Qty Daily AM PM in out in out Single Family Detached 210 160 1602 29 89 100 60 Peak Hour Trips 118 160 Figure 2 2023 Build Scenario Traffic Volumes AM route 22 { p� 520 0 53 u 61 959 18 �`< I 611 131 275 6 route 25 201 .1 *1r* 2.9 � � � 153 r10 324 12 1 2 164 435 60 23IMI 12 N Milton sSte PM route 22 L 268 0 62 49 *1436 1 4* 335 55 180 12 i route 25 511 =1 * t ■ 866 T 510 r5l i. 1228 C'V 3 1 6 487 155 55 88 9 2 j N Milton site The traffic volumes as illustrated Figure 2 were analyzed in Synchro and SimTraffic and the results were reported in the attachments and summarized in Table 3. 9 Fp foC EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Table 3 2023 Build Scenario Traffic Results Intersection Approach Movement 2023 Build AM 2023 Build PM LOS V/C Delay Queue LOS V/C Delay Queue Route 250 EB EBL D 0.49 39.2 294 D 0.98 54.0 430 Route 250 EB EBT B 0.30 10.5 184 F 1.25 139.1 539 Route 250 EB EBR A 0.00 0.0 37 A 0.00 0.0 347 Route 250 WB WBL C 0.09 25.5 329 C 0.01 26.7 16 3. Route 250/ Route 250 WB WBT F 1.29 179.6 927 D 0.87 40.4 338 Route 22 Route 250 WB WBR A 0.00 0.0 300 A 0.00 0.0 180 Quarry NB NBL/NBT/NBR F 0.85 136.2 125 F 0.50 85.4 60 Rotue 22 SB SBL/SBT E 0.57 65.3 82 D 0.51 46.9 84 Rotue 22 SB SBR A 0.00 0.0 0 A 0.00 0.0 0 Intersection Overall F 120.6 2278 F 96.9 1994 Route 250 EB EBT D 0.50 48.5 361 C 0.93 31.8 938 Route 250 EB EBR D 0.11 42.2 130 B 0.48 12.4 130 Route 250 WB WBL C 0.44 29.5 180 B 0.28 17.4 107 2. Route Route 250 WB WBT D 0.93 51.0 640 A 0.28 5.1 200 N Miltonn N Milton NB NBL C 0.56 25.4 835 D 0.73 39.6 159 N Milton NB I NBR B 0.04 17.3 325 C 0.10 30.9 49 Intersection Overall D 40.2 2471 C 22.9 1583 2023 Build Scenario with Coordinated Traffic Signals and Bus Service In the 2023 build scenario with coordinated traffic signals and bus service, the traffic signals at the study intersections were assumed as coordinated and the bus service was assumed to satisfy 20 outbound trip needs in the AM and 20 inbound trip needs in the PM. The 20 outbound trips in AM and 20 inbound trips in PM were removed from the 2023 build scenario traffic volumes as illustrated in Figure 2 resulting the traffic volumes for 2023 build scenario with coordinated traffic signals and bus service as illustrated in Figure 3. The traffic volumes as illustrated in Figure 3 were analyzed in Synchro and SimTraffic and the results were reported in the attachments and summarized in Table 4. 4 EP10c EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Figure 3 2023 Build Scenario with Coordinated Traffic Signals and Bus Service Traffic Volumes AM route 22 L 520 C 53 6C < 944 ``r I 595 l 27 18 129 6 route 25 2.2 y�y� Ll LJ 2C9 LJ .... 153 .A 324 C-"u'b 12 1 2 164 435 60 6_ 23 8 12 N Milton Ste PM route 22 268 DC 49 436 1 `�'- 335``� 55 180 10 route 25 561 849 510 1211 (�.,�,r 3 1 6 487 155 54 7051 9 2, N M i Iton site Table 4 2023 Build Scenario with Coordinated Traffic Signals and Bus Service Traffic Results Intersection Approach Movement 2023 Build with Improvement AM 2023 Build with Improvement PM LOS V/C Delay Queue LOS V/C Delay Queue Route 250 EB EBL D 0.61 46.8 276 B 0.85 19.9 397 Route 250 EB EBT C 0.39 20.4 169 D 0.98 38.8 512 Route 250 EB EBR A 0.00 0.0 51 A 0.00 0.0 179 Route 250 WB WBL B 0.04 12.9 329 C 0.02 31.4 14 3. Route 250/ Route 250 WB WBT F 1.14 92.2 926 C 0.47 21.1 316 Route 22 Route 250 WB WBR A 0.00 0.0 300 A 0.00 0.0 160 Quarry NB NBL/NBT/NBR F 0.85 136.2 117 F 0.50 117.2 67 Rotue 22 SB SBL/SBT E 0.57 65.3 72 F 0.69 86.6 75 Rotue 22 SB I SBR A 0.00 0.0 0 A 0.00 0.0 0 Intersection Overall E 69.8 2240 C 32.2 1720 Route 250 EB EBT C 0.47 22.4 280 A 0.75 7.6 930 Route 250 EB EBR C 0.15 20.1 130 A 0.41 4.9 130 Route 250 WB WBL C 0.39 28.4 180 B 0.16 19.8 86 2. Route Route 250 WB WBT D 0.90 44.6 565 A 0.24 4.4 137 N Miltonn N Milton NB NBL C 0.56 25.7 703 E 0.85 79.3 161 N Milton NB NBR B 0.04 17.4 301 E 0.05 56.6 58 Intersection Overall C 1 32.9 2159 1 B 13.1 1502 11 EP10c EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Findings and Conclusions This memorandum compared the traffic operations results as shown in Table 1 and Table 4. All of these data points are comparing the "No Build" scenario (i.e. if Breezy Hill is not developed) to the "Build with Coordinated Traffic Signals and Bus Service Scenario" (i.e. if Breezy Hill is developed and the signals are coordinated, and bus service is provided). The findings are as followings — "No Build" vs. 'Build with Coordinated Traffic Signals and Bus Service Scenario" Overall Intersection Performance: • 250 @ Rte 22 AM: Delay decreases from 97 to 70 and LOS improves from F to E • 250 @ Rte 22 PM: Delay decreases from 82 to 32 and LOS improves from F to C • 250 @ Milton AM: Delay decreases from 38 to 33 and LOS improves from D to C • 250 @ Milton PM: Delay decreases from 19 to 13 and LOS is B in either scenario "No Build" vs. 'Build with Coordinated Traffic Signals and Bus Service Scenario" AM/PM Peak Direction 250 Through Traffic Performance: • 250 @ Rte 22 AM WB: Delay decreases from 142 to 92 • 250 @ Rte 22 PM EB: Delay decreases from 118 to 39 • 250 @ Milton AM WB: Delay decreases from 49 to 45 • 250 @ Milton PM EB: Delay decreases from 24 to 8 As indicated in the comparison above, developing Breezy Hill and implementing the proposed coordinated traffic signals and bus service will make traffic performance on the Route 250 east corridor better than it is today. 6 ENOc EPR, PAC. "ENGINEERING $c PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Update As requested, in this update, EPR further analyzed the average vehicle stops and corridor travel times using SimTraffic at the two study intersections. Average Vehicle Stops (per car in the system) The average vehicle stops were analyzed in SimTraffic and the results were reported in the attachments and summarized in Table S. Table 5 Average Vehicle Stop Results Intersection Approach Movement 2023 No Build 2023 Build 2023 Build with Improvement AM PM AM PM AM PM Route 250 EB EBL 0.91 0.72 0.93 0.76 0.90 0.71 Route 250 EB EBT 0.18 0.42 0.18 0.57 0.17 0.39 Route 250 EB EBR 0.25 0.33 0.19 0.33 0.18 0.00 Route 250 WB WBL 0.68 0.00 0.64 1.00 0.56 1.00 3. Route 250/ Route 250 WB WBT 1.43 0.68 1.52 0.69 1.40 0.42 Route 22 Route 250 WB WBR 0.29 0.63 0.29 0.64 0.25 0.33 Quarry NB NBL/NBT/NBR 0.94 1.00 1.00 0.91 0.95 1.00 Rotue 22 SB SBL/SBT 0.92 0.89 0.92 0.89 0.94 0.96 Rotue 22 SB SBR 0.00 0.00 0.00 0.00 0.00 0.00 Intersection Overall 0.77 0.50 0.80 1 0.58 0.75 0.44 Route 250 EB EBT 0.85 1.54 0.83 1.96 0.65 0.96 Route 250 EB EBR 0.64 0.33 0.62 0.33 0.54 0.19 Route 250 WB WBL 0.70 0.93 0.70 0.93 0.75 0.94 2. Route Route 250 WB WBT 0.96 0.27 1.13 0.29 0.93 0.20 N Miltonn N Milton NB NBL 0.89 0.82 0.91 0.82 1.12 0.89 N Milton NB NBR 0.49 0.77 0.49 0.79 0.40 0.86 Intersection Overall 0.85 0.92 0.91 1 1.11 1 0.82 0.63 As shown in the table above, the overall intersection and AM/PM peak direction 250 through traffic average vehicle stop results are all lower in "Build with Coordinated Traffic Signals and Bus Service Scenario" compared to in "No Build Scenario". The findings are as followings "No Build" vs. 'Build with Coordinated Traffic Signals and Bus Service Scenario" Overall Intersection Performance: • 250 @ Rte 22 AM: Average Vehicle Stop decreases from 0.77 to 0.75 • 250 @ Rte 22 PM: Average Vehicle Stop decreases from 0.50 to 0.44 • 250 @ Milton AM: Average Vehicle Stop decreases from 0.85 to 0.82 • 250 @ Milton PM: Average Vehicle Stop decreases from 0.92 to 0.63 "No Build" vs. 'Build with Coordinated Traffic Signals and Bus Service Scenario" AM/PM Peak Direction 250 Through Traffic Performance: • 250 @ Rte 22 AM WB: Average Vehicle Stop decreases from 1.43 to 1.40 i7 EP10c EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 • 250 @ Rte 22 PM EB: Average Vehicle Stop decreases from 0.42 to 0.39 • 250 @ Milton AM WB: Average Vehicle Stop decreases from 0.96 to 0.93 • 250 @ Milton PM EB: Average Vehicle Stop decreases from 1.54 to 0.96 Travel Time The corridor travel times traveling eastbound and westbound between points A and B as shown in the below figure were analyzed in SimTraffic and the results were reported in the attachments and summarized in Table 6. Table 6 Travel Time Results EB (A to B) WB (B to A) 2023 No Build AM 80 s 270 s 2023 No Build PM 124.5 s 75.3 s 2023 Build AM 80.5 s 428.9 s 2023 Build PM 184.4 s 79.7 s 2023 Build with Improvement AM 70.3 s 248.8 s 2023 Build with Improvement PM 106.8 s 66.6 s As indicated in the table above, the travel times between points A and B in "Build with Coordinated Traffic Signals and Bus Service Scenario" will be shorter compared to in "No Build Scenario". End of Memorandum 8 P1PR.,EfOc PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Attachments — Synchro HCM Reports SimTraffic Queue Reports SimTraffic Average Vehicle Stop Reports SimTraffic Travel Time Reports Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 202 303 12 18 893 58 12 1 2 52 0 520 Future Volume (veh/h) 202 303 12 18 893 58 12 1 2 52 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 333 0 20 981 0 13 1 0 57 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 450 1176 691 233 815 714 15 1 0 102 0 91 Arrive On Green 0.22 0.64 0.00 0.01 0.29 0.00 0.02 0.02 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 333 0 20 981 0 14 0 0 57 0 0 Grp Sat Flow(s),veh/h/In 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 8.9 9.6 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.7 0.0 0.0 Cycle Q Clear(g_c), s 8.9 9.6 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 450 1176 691 233 815 714 16 0 0 102 0 91 V/C Ratio(X) 0.49 0.28 0.00 0.09 1.20 0.00 0.85 0.00 0.00 0.56 0.00 0.00 Avail Cap(c_a), veh/h 450 1176 691 272 815 714 124 0 0 202 0 180 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.62 0.62 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 38.3 9.6 0.0 25.3 42.6 0.0 58.9 0.0 0.0 55.1 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.6 0.0 0.1 99.1 0.0 77.3 0.0 0.0 10.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.3 5.0 0.0 0.4 49.5 0.0 0.8 0.0 0.0 2.1 0.0 0.0 LnGrp Delay(d),s/veh 39.2 10.2 0.0 25.4 141.6 0.0 136.2 0.0 0.0 65.1 0.0 0.0 LnGrp LOS D B C F F E Approach Vol, veh/h 555 1001 14 57 Approach Delay, s/veh 21.8 139.3 136.2 65.1 Approach LOS C F F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 86.5 13.3 36.9 62.0 7.8 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 7.0 53.0 13.5 8.0 52.0 14.1 Max Q Clear Time (g_c+l1), s 3.5 11.6 5.7 10.9 54.0 3.6 Green Ext Time (p-c), s 0.0 2.4 0.2 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 96.6 HCM 2010 LOS F Breezy Hill TIA 2023 No Build AM EPR Synchro 9 Report Page 1 01 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 187 164 121 541 435 59 Future Volume (veh/h) 187 164 121 541 435 59 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 210 46 136 608 489 29 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 411 367 313 673 943 723 Arrive On Green 0.07 0.07 0.07 0.36 0.51 0.51 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 210 46 136 608 489 29 Grp Sat Flow(s),veh/h/In 1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 13.3 3.2 7.0 37.5 21.1 1.2 Cycle Q Clear(g_c), s 13.3 3.2 7.0 37.5 21.1 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 367 313 673 943 723 V/C Ratio(X) 0.51 0.13 0.43 0.90 0.52 0.04 Avail Cap(c_a), veh/h 490 438 359 802 943 723 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.2 44.5 31.5 36.1 19.9 14.9 Incr Delay (d2), s/veh 1.4 0.2 0.7 12.8 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.9 1.5 3.4 21.5 11.4 0.5 LnGrp Delay(d),s/veh 50.6 44.7 32.2 48.9 21.9 15.1 LnGrp LOS D D C D C B Approach Vol, veh/h 256 744 518 Approach Delay, s/veh 49.5 45.9 21.5 Approach LOS D D C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.8 34.8 68.4 51.6 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 12.2 32.2 ' 52 52.2 Max Q Clear Time (g_c+l1), s 9.0 15.3 23.1 39.5 Green Ext Time (p-c), s 0.1 1.5 3.0 4.3 Intersection Summary HCM 2010 Ctrl Delay 38.2 HCM 2010 LOS D Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill TIA 2023 No Build AM EPR Synchro 9 Report Page 2 is Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 561 1144 2 1 392 45 3 1 6 60 0 268 Future Volume (veh/h) 561 1144 2 1 392 45 3 1 6 60 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1230 0 1 422 0 3 1 1 65 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 632 1028 612 84 494 446 6 2 2 133 0 114 Arrive On Green 0.28 0.55 0.00 0.00 0.27 0.00 0.01 0.01 0.01 0.07 0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 913 304 304 1827 0 1568 Grp Volume(v), veh/h 603 1230 0 1 422 0 5 0 0 65 0 0 Grp Sat Flow(s),veh/h/In 1774 1881 1120 905 1863 1680 1522 0 0 1827 0 1568 Q Serve(g_s), s 22.4 47.5 0.0 0.1 18.7 0.0 0.3 0.0 0.0 3.0 0.0 0.0 Cycle Q Clear(g_c), s 22.4 47.5 0.0 0.1 18.7 0.0 0.3 0.0 0.0 3.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.20 1.00 1.00 Lane Grp Cap(c), veh/h 632 1028 612 84 494 446 10 0 0 133 0 114 V/C Ratio(X) 0.95 1.20 0.00 0.01 0.85 0.00 0.50 0.00 0.00 0.49 0.00 0.00 Avail Cap(c_a), veh/h 641 1028 612 135 750 676 334 0 0 389 0 334 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 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.7 19.7 0.0 26.5 30.3 0.0 43.0 0.0 0.0 38.7 0.0 0.0 Incr Delay (d2), s/veh 24.5 98.0 0.0 0.1 6.8 0.0 40.3 0.0 0.0 5.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 18.4 52.3 0.0 0.0 10.5 0.0 0.2 0.0 0.0 1.7 0.0 0.0 LnGrp Delay(d),s/veh 44.2 117.8 0.0 26.5 37.1 0.0 83.4 0.0 0.0 44.6 0.0 0.0 LnGrp LOS D F C D F D Approach Vol, veh/h 1833 423 5 65 Approach Delay, s/veh 93.6 37.1 83.4 44.6 Approach LOS F D F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 57.5 12.8 34.6 33.1 6.5 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 35.0 18.5 25.0 35.0 19.1 Max Q Clear Time (g_c+l1), s 2.1 49.5 5.0 24.4 20.7 2.3 Green Ext Time (p-c), s 0.0 0.0 0.3 0.2 2.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 81.9 HCM 2010 LOS F Breezy Hill 2023 No Build PM EPR Synchro 9 Report Page 1 `vA Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 780 487 52 287 155 53 Future Volume (veh/h) 780 487 52 287 155 53 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, veh/h 830 414 55 305 165 19 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, veh/h 958 847 240 1246 227 197 Arrive On Green 0.51 0.51 0.05 0.67 0.12 0.12 Sat Flow, veh/h 1881 1663 1675 1863 1863 1615 Grp Volume(v), veh/h 830 414 55 305 165 19 Grp Sat Flow(s),veh/h/In 1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 28.7 12.1 1.0 4.8 6.3 0.8 Cycle Q Clear(g_c), s 28.7 12.1 1.0 4.8 6.3 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 958 847 240 1246 227 197 V/C Ratio(X) 0.87 0.49 0.23 0.24 0.73 0.10 Avail Cap(c_a), veh/h 1071 946 650 1246 1063 921 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.0 11.9 13.7 4.9 31.4 28.9 Incr Delay (d2), s/veh 7.5 0.6 0.4 0.1 6.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 16.7 5.7 0.6 2.5 3.6 0.4 LnGrp Delay(d),s/veh 23.5 12.5 14.1 5.0 37.5 29.2 LnGrp LOS C B B A D C Approach Vol, veh/h 1244 360 184 Approach Delay, s/veh 19.8 6.4 36.7 Approach LOS B A D Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.9 45.5 16.7 57.4 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 22.2 42.2 ' 42 42.2 Max Q Clear Time (g_c+l1), s 3.0 30.7 8.3 6.8 Green Ext Time (p-c), s 0.1 7.0 0.9 2.7 Intersection Summary HCM 2010 Ctrl Delay 18.9 HCM 2010 LOS B Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill 2023 No Build PM EPR Synchro 9 Report Page 2 13 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 202 324 12 18 959 61 12 1 2 53 0 520 Future Volume (veh/h) 202 324 12 18 959 61 12 1 2 53 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 356 0 20 1054 0 13 1 0 58 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 450 1175 690 226 815 714 15 1 0 102 0 91 Arrive On Green 0.22 0.64 0.00 0.01 0.29 0.00 0.02 0.02 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 356 0 20 1054 0 14 0 0 58 0 0 Grp Sat Flow(s),veh/h/In 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 8.9 10.4 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Cycle Q Clear(g_c), s 8.9 10.4 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 450 1175 690 226 815 714 16 0 0 102 0 91 V/C Ratio(X) 0.49 0.30 0.00 0.09 1.29 0.00 0.85 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 450 1175 690 265 815 714 124 0 0 202 0 180 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.55 0.55 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 38.4 9.8 0.0 25.4 42.6 0.0 58.9 0.0 0.0 55.1 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.7 0.0 0.1 137.0 0.0 77.3 0.0 0.0 10.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.3 5.5 0.0 0.4 58.0 0.0 0.8 0.0 0.0 2.2 0.0 0.0 LnGrp Delay(d),s/veh 39.2 10.5 0.0 25.5 179.6 0.0 136.2 0.0 0.0 65.3 0.0 0.0 LnGrp LOS D B C F F E Approach Vol, veh/h 578 1074 14 58 Approach Delay, s/veh 21.5 176.7 136.2 65.3 Approach LOS C F F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 86.5 13.3 36.9 62.0 7.8 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 7.0 53.0 13.5 8.0 52.0 14.1 Max Q Clear Time (g_c+l1), s 3.5 12.4 5.8 10.9 54.0 3.6 Green Ext Time (p-c), s 0.0 2.6 0.2 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 120.6 HCM 2010 LOS F Breezy Hill TIA 2023 Build AM EPR Synchro 9 Report Page 1 14 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 209 164 131 611 435 60 Future Volume (veh/h) 209 164 131 611 435 60 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 235 46 147 687 489 29 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 473 422 337 740 875 672 Arrive On Green 0.09 0.09 0.08 0.40 0.47 0.47 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 235 46 147 687 489 29 Grp Sat Flow(s),veh/h/In 1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 14.7 3.1 7.2 42.7 22.6 1.3 Cycle Q Clear(g_c), s 14.7 3.1 7.2 42.7 22.6 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 473 422 337 740 875 672 V/C Ratio(X) 0.50 0.11 0.44 0.93 0.56 0.04 Avail Cap(c_a), veh/h 490 438 380 802 875 672 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 42.1 28.8 34.3 22.9 17.2 Incr Delay (d2), s/veh 1.1 0.2 0.7 16.7 2.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.6 1.4 3.5 25.0 12.3 0.5 LnGrp Delay(d),s/veh 48.5 42.2 29.5 51.0 25.4 17.3 LnGrp LOS D D C D C B Approach Vol, veh/h 281 834 518 Approach Delay, s/veh 47.5 47.2 25.0 Approach LOS D D C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.0 38.9 64.1 55.9 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 12.2 32.2 ' 52 52.2 Max Q Clear Time (g_c+l1), s 9.2 16.7 24.6 44.7 Green Ext Time (p-c), s 0.1 1.6 3.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 40.2 HCM 2010 LOS D Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill TIA 2023 Build AM EPR Synchro 9 Report Page 2 15 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 561 1228 2 1 436 49 3 1 6 62 0 268 Future Volume (veh/h) 561 1228 2 1 436 49 3 1 6 62 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1320 0 1 469 0 3 1 1 67 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 614 1058 630 81 536 484 6 2 2 131 0 113 Arrive On Green 0.28 0.56 0.00 0.00 0.29 0.00 0.01 0.01 0.01 0.07 0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 913 304 304 1827 0 1568 Grp Volume(v), veh/h 603 1320 0 1 469 0 5 0 0 67 0 0 Grp Sat Flow(s),veh/h/In 1774 1881 1120 905 1863 1680 1522 0 0 1827 0 1568 Q Serve(g_s), s 24.2 51.0 0.0 0.1 21.7 0.0 0.3 0.0 0.0 3.2 0.0 0.0 Cycle Q Clear(g_c), s 24.2 51.0 0.0 0.1 21.7 0.0 0.3 0.0 0.0 3.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.20 1.00 1.00 Lane Grp Cap(c), veh/h 614 1058 630 81 536 484 10 0 0 131 0 113 V/C Ratio(X) 0.98 1.25 0.00 0.01 0.87 0.00 0.50 0.00 0.00 0.51 0.00 0.00 Avail Cap(c_a), veh/h 614 1058 630 129 720 649 321 0 0 373 0 320 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 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 22.1 19.8 0.0 26.7 30.7 0.0 44.9 0.0 0.0 40.5 0.0 0.0 Incr Delay (d2), s/veh 31.9 119.3 0.0 0.1 9.7 0.0 40.6 0.0 0.0 6.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 20.3 61.2 0.0 0.0 12.6 0.0 0.2 0.0 0.0 1.9 0.0 0.0 LnGrp Delay(d),s/veh 54.0 139.1 0.0 26.7 40.4 0.0 85.4 0.0 0.0 46.9 0.0 0.0 LnGrp LOS D F C D F D Approach Vol, veh/h 1923 470 5 67 Approach Delay, s/veh 112.5 40.3 85.4 46.9 Approach LOS F D F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 61.0 13.0 35.0 36.1 6.5 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 35.0 18.5 25.0 35.0 19.1 Max Q Clear Time (g_c+l1), s 2.1 53.0 5.2 26.2 23.7 2.3 Green Ext Time (p-c), s 0.0 0.0 0.3 0.0 2.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 96.9 HCM 2010 LOS F Breezy Hill 2023 Build PM EPR Synchro 9 Report Page 1 0 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 866 487 55 335 155 55 Future Volume (veh/h) 866 487 55 335 155 55 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, veh/h 921 424 59 356 165 20 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, veh/h 989 874 212 1269 225 195 Arrive On Green 0.53 0.53 0.06 0.68 0.12 0.12 Sat Flow, veh/h 1881 1663 1675 1863 1863 1615 Grp Volume(v), veh/h 921 424 59 356 165 20 Grp Sat Flow(s),veh/h/In 1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 35.5 12.7 1.1 5.9 6.7 0.9 Cycle Q Clear(g_c), s 35.5 12.7 1.1 5.9 6.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 989 874 212 1269 225 195 V/C Ratio(X) 0.93 0.48 0.28 0.28 0.73 0.10 Avail Cap(c_a), veh/h 1016 898 595 1269 1008 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 11.8 16.9 4.9 33.2 30.6 Incr Delay (d2), s/veh 14.6 0.6 0.5 0.2 6.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 22.2 5.9 0.7 3.0 3.8 0.4 LnGrp Delay(d),s/veh 31.8 12.4 17.4 5.1 39.6 30.9 LnGrp LOS C B B A D C Approach Vol, veh/h 1345 415 185 Approach Delay, s/veh 25.7 6.8 38.7 Approach LOS C A D Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.1 48.9 17.1 61.0 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 22.2 42.2 ' 42 42.2 Max Q Clear Time (g_c+l1), s 3.1 37.5 8.7 7.9 Green Ext Time (p-c), s 0.1 3.6 0.9 3.3 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill 2023 Build PM EPR Synchro 9 Report Page 2 17 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 202 324 12 18 944 60 12 1 2 53 0 520 Future Volume (veh/h) 202 324 12 18 944 60 12 1 2 53 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 356 0 20 1037 0 13 1 0 58 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 361 908 534 446 911 797 15 1 0 102 0 91 Arrive On Green 0.17 0.49 0.00 0.22 0.64 0.00 0.02 0.02 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 356 0 20 1037 0 14 0 0 58 0 0 Grp Sat Flow(s),veh/h/In 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 9.8 14.6 0.0 0.0 58.1 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Cycle Q Clear(g_c), s 9.8 14.6 0.0 0.0 58.1 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 361 908 534 446 911 797 16 0 0 102 0 91 V/C Ratio(X) 0.61 0.39 0.00 0.04 1.14 0.00 0.85 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 361 908 534 446 911 797 44 0 0 276 0 247 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.59 0.59 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 43.7 19.1 0.0 12.9 21.4 0.0 58.9 0.0 0.0 55.1 0.0 0.0 Incr Delay (d2), s/veh 3.1 1.3 0.0 0.0 70.8 0.0 77.3 0.0 0.0 10.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.0 7.7 0.0 0.3 47.6 0.0 0.8 0.0 0.0 2.2 0.0 0.0 LnGrp Delay(d),s/veh 46.8 20.4 0.0 12.9 92.2 0.0 136.2 0.0 0.0 65.3 0.0 0.0 LnGrp LOS D C B F F E Approach Vol, veh/h 578 1057 14 58 Approach Delay, s/veh 30.6 90.7 136.2 65.3 Approach LOS C F F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29.8 69.1 13.3 30.8 68.1 7.8 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 59.1 18.5 6.0 58.1 5.0 Max Q Clear Time (g_c+l1), s 2.0 16.6 5.8 11.8 60.1 3.6 Green Ext Time (p-c), s 0.0 2.6 0.3 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 69.8 HCM 2010 LOS E Breezy Hill TIA 2023 Build wtih Improvement AM EPR Synchro 9 Report Page 1 18 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 209 164 129 595 435 60 Future Volume (veh/h) 209 164 129 595 435 60 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 235 66 145 669 489 24 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 505 451 374 744 871 668 Arrive On Green 0.55 0.55 0.06 0.40 0.47 0.47 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 235 66 145 669 489 24 Grp Sat Flow(s),veh/h/In 1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 9.3 2.4 7.1 40.8 22.7 1.1 Cycle Q Clear(g_c), s 9.3 2.4 7.1 40.8 22.7 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 505 451 374 744 871 668 V/C Ratio(X) 0.47 0.15 0.39 0.90 0.56 0.04 Avail Cap(c_a), veh/h 670 598 374 910 871 668 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 19.9 27.9 33.5 23.1 17.3 Incr Delay (d2), s/veh 0.9 0.2 0.5 11.0 2.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.7 1.1 3.4 22.9 12.3 0.4 LnGrp Delay(d),s/veh 22.4 20.1 28.4 44.6 25.7 17.4 LnGrp LOS C C C D C B Approach Vol, veh/h 301 814 513 Approach Delay, s/veh 21.9 41.7 25.3 Approach LOS C D C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.2 41.0 63.8 56.2 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 7.4 44.0 ' 45 59.2 Max Q Clear Time (g_c+l1), s 9.1 11.3 24.7 42.8 Green Ext Time (p-c), s 0.0 2.2 2.8 5.6 Intersection Summary HCM 2010 Ctrl Delay 32.9 HCM 2010 LOS C Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill TIA 2023 Build wtih Improvement AM EPR Synchro 9 Report Page 2 19 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 561 1211 2 1 436 49 3 1 6 62 0 268 Future Volume (veh/h) 561 1211 2 1 436 49 3 1 6 62 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1302 0 1 469 0 3 1 0 67 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 708 1334 794 65 1008 909 6 2 0 97 0 83 Arrive On Green 0.17 0.71 0.00 0.00 0.54 0.00 0.01 0.01 0.00 0.05 0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 1172 391 0 1827 0 1568 Grp Volume(v), veh/h 603 1302 0 1 469 0 4 0 0 67 0 0 Grp Sat Flow(s),veh/h/In 1774 1881 1120 905 1863 1680 1562 0 0 1827 0 1568 Q Serve(g_s), s 19.8 91.5 0.0 0.1 21.6 0.0 0.4 0.0 0.0 5.0 0.0 0.0 Cycle Q Clear(g_c), s 19.8 91.5 0.0 0.1 21.6 0.0 0.4 0.0 0.0 5.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.75 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 708 1334 794 65 1008 909 8 0 0 97 0 83 V/C Ratio(X) 0.85 0.98 0.00 0.02 0.47 0.00 0.50 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 927 1334 794 96 1008 909 56 0 0 108 0 93 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 0.93 0.93 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.8 19.2 0.0 31.3 19.7 0.0 69.5 0.0 0.0 65.2 0.0 0.0 Incr Delay (d2), s/veh 6.1 19.5 0.0 0.1 1.4 0.0 47.8 0.0 0.0 21.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 12.2 54.3 0.0 0.0 11.5 0.0 0.3 0.0 0.0 3.1 0.0 0.0 LnGrp Delay(d),s/veh 19.9 38.8 0.0 31.4 21.1 0.0 117.2 0.0 0.0 86.6 0.0 0.0 LnGrp LOS B D C C F F Approach Vol, veh/h 1905 470 4 67 Approach Delay, s/veh 32.8 21.2 117.2 86.6 Approach LOS C C F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.2 109.3 13.9 33.7 85.7 6.6 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 89.3 8.3 41.0 53.3 5.0 Max Q Clear Time (g_c+l1), s 2.1 93.5 7.0 21.8 23.6 2.4 Green Ext Time (p-c), s 0.0 0.0 0.0 1.9 3.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.2 HCM 2010 LOS C Breezy Hill 2023 Build wtih Improvement PM EPR Synchro 9 Report Page 1 20 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 849 487 55 335 155 54 Future Volume (veh/h) 849 487 55 335 155 54 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, veh/h 903 435 59 356 165 8 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, veh/h 1199 1060 368 1463 194 168 Arrive On Green 0.85 0.85 0.09 0.79 0.10 0.10 Sat Flow, veh/h 1881 1663 1675 1863 1863 1615 Grp Volume(v), veh/h 903 435 59 356 165 8 Grp Sat Flow(s),veh/h/In 1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 28.4 8.6 0.0 7.1 12.2 0.6 Cycle Q Clear(g_c), s 28.4 8.6 0.0 7.1 12.2 0.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1199 1060 368 1463 194 168 V/C Ratio(X) 0.75 0.41 0.16 0.24 0.85 0.05 Avail Cap(c_a), veh/h 1199 1060 368 1463 283 246 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.35 0.35 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.0 4.5 19.6 4.0 61.7 56.5 Incr Delay (d2), s/veh 1.6 0.4 0.1 0.4 17.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 14.6 3.8 1.3 3.7 7.2 0.3 LnGrp Delay(d),s/veh 7.6 4.9 19.8 4.4 79.3 56.6 LnGrp LOS A A B A E E Approach Vol, veh/h 1338 415 173 Approach Delay, s/veh 6.8 6.6 78.3 Approach LOS A A E Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.7 97.0 22.3 117.7 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 6.2 89.2 ' 21 103.2 Max Q Clear Time (g_c+l1), s 2.0 30.4 14.2 9.1 Green Ext Time (p-c), s 0.0 17.7 0.4 3.5 Intersection Summary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill 2023 Build wtih Improvement PM EPR Synchro 9 Report Page 2 21 SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build AM 01 /10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 23 60 Average Queue (ft) 1 24 95th Queue (ft) 10 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WB WB NB SB SB Directions Served L T R L T R LTR LT R Maximum Queue (ft) 278 161 54 329 927 300 119 102 6 Average Queue (ft) 121 45 4 36 701 115 25 18 0 95th Queue (ft) 218 113 26 189 1187 346 79 62 5 Link Distance (ft) 432 432 898 551 1051 Upstream Blk Time (%) 14 Queuing Penalty (veh) 136 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 39 0 Queuing Penalty (veh) 0 29 4 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 289 130 180 573 743 296 Average Queue (ft) 119 68 99 377 369 89 95th Queue (ft) 229 140 214 588 852 313 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 2 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 8 0 0 44 25 0 Queuing Penalty (veh) 13 1 2 53 15 2 Breezy Hill TIA EPR SimTraffic Report Page 1 `�: SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build AM Intersection: 15: Bend Movement WB WB Directions Served T Maximum Queue (ft) 445 342 Average Queue (ft) 177 14 95th Queue (ft) 521 142 Link Distance (ft) 432 432 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 7 2 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 265 Breezy Hill TIA EPR 01 /10/2020 SimTraffic Report Page 2 23 SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build PM 01 /10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 17 69 Average Queue (ft) 1 22 95th Queue (ft) 7 57 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 401 513 185 478 524 8 316 174 60 70 Average Queue (ft) 175 288 6 69 107 0 148 20 11 14 95th Queue (ft) 327 576 82 384 456 8 264 81 40 48 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 1 10 0 1 1 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 10 0 0 0 Queuing Penalty (veh) 0 0 0 0 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 927 130 81 142 167 59 Average Queue (ft) 561 118 32 52 73 12 95th Queue (ft) 1011 165 67 109 132 35 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 2 Queuing Penalty (veh) 30 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 23 2 0 Queuing Penalty (veh) 114 17 0 Breezy Hill EPR SimTraffic Report Page 1 24 SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build PM Intersection: 15: Bend Movement WB Directions Served T Maximum Queue (ft) 77 Average Queue (ft) 3 95th Queue (ft) 60 Link Distance (ft) 432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 162 Breezy Hill EPR 01 /10/2020 SimTraffic Report Page 2 25 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build AM Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 15 63 Average Queue (ft) 0 22 95th Queue (ft) 7 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 01 /10/2020 Movement WB NB Directions Served LT LR Maximum Queue (ft) 10 63 Average Queue (ft) 0 25 95th Queue (ft) 6 47 Link Distance (ft) 673 221 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WB WB NB SB Directions Served L T R L T R LTR LT Maximum Queue (ft) 294 184 37 329 927 300 125 82 Average Queue (ft) 128 47 3 30 779 123 29 17 95th Queue (ft) 242 120 22 174 1216 357 83 55 Link Distance (ft) 432 432 898 551 Upstream Blk Time (%) 20 Queuing Penalty (veh) 205 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 45 0 Queuing Penalty (veh) 0 35 5 Breezy Hill TIA EPR SimTraffic Report Page 1 26 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build AM Intersection: 4: N Milton & Rt 250 01 /10/2020 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 361 130 180 640 835 325 Average Queue (ft) 131 68 113 446 424 113 95th Queue (ft) 258 140 229 635 933 357 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 6 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 10 0 0 55 32 1 Queuing Penalty (veh) 17 1 1 71 19 2 Intersection: 15: Bend Movement WB WB Directions Served T Maximum Queue (ft) 445 269 Average Queue (ft) 196 17 95th Queue (ft) 543 154 Link Distance (ft) 432 432 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 8 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 367 Breezy Hill TIA EPR SimTraffic Report Page 2 27 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build PM Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 17 79 Average Queue (ft) 0 20 95th Queue (ft) 8 55 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 01 /10/2020 Movement WB NB Directions Served LT LR Maximum Queue (ft) 34 56 Average Queue (ft) 3 24 95th Queue (ft) 17 46 Link Distance (ft) 673 215 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 430 539 347 851 858 16 338 180 60 84 Average Queue (ft) 189 455 11 638 653 1 167 22 10 17 95th Queue (ft) 351 670 123 1195 1182 8 293 88 37 53 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 1 35 0 37 43 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 35 0 1 0 Queuing Penalty (veh) 1 0 1 0 Breezy Hill EPR SimTraffic Report Page 1 28 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build PM Intersection: 4: N Milton & Rt 250 01 /10/2020 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 938 130 107 200 159 49 Average Queue (ft) 744 121 37 64 72 14 95th Queue (ft) 1110 162 77 143 127 36 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 6 Queuing Penalty (veh) 78 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 28 2 0 Queuing Penalty (veh) 135 19 0 Intersection: 15: Bend Movement WB Directions Served T Maximum Queue (ft) 41 Average Queue (ft) 1 95th Queue (ft) 37 Link Distance (ft) 432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 234 Breezy Hill SimTraffic Report EPR Page 2 29 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Improvement AM 01/10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 12 66 Average Queue (ft) 0 22 95th Queue (ft) 7 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 23 54 Average Queue (ft) 1 22 95th Queue (ft) 10 41 Link Distance (ft) 673 221 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 WB WB WB NB SB Directions Served L T R T L T R LTR LT Maximum Queue (ft) 276 169 51 8 329 926 300 117 72 Average Queue (ft) 143 49 4 0 34 766 119 28 15 95th Queue (ft) 257 121 23 9 187 1191 352 82 50 Link Distance (ft) 432 432 808 898 551 Upstream Blk Time (%) 1 18 Queuing Penalty (veh) 0 186 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 44 0 Queuing Penalty (veh) 1 34 5 Breezy Hill TIA EPR SimTraffic Report Page 1 30 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Improvement AM 01/10/2020 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 280 130 180 565 703 301 Average Queue (ft) 106 55 128 399 574 111 95th Queue (ft) 223 123 235 567 713 353 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 22 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 5 0 0 48 44 0 Queuing Penalty (veh) 8 1 2 62 26 2 Intersection: 15: Bend Movement WB WB Directions Served T Maximum Queue (ft) 446 345 Average Queue (ft) 193 18 95th Queue (ft) 537 157 Link Distance (ft) 432 432 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 7 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 334 Breezy Hill TIA EPR SimTraffic Report Page 2 31 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Improvement PM 01/10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 12 77 Average Queue (ft) 0 21 95th Queue (ft) 5 55 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 32 56 Average Queue (ft) 4 23 95th Queue (ft) 19 46 Link Distance (ft) 673 215 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 397 512 179 770 730 14 316 160 67 75 Average Queue (ft) 197 326 8 267 293 1 132 20 12 26 95th Queue (ft) 359 642 100 869 884 6 284 113 45 61 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 0 17 0 9 11 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 17 0 1 0 Queuing Penalty (veh) 0 0 1 0 Breezy Hill EPR SimTraffic Report Page 1 32 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Improvement PM 01/10/2020 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 930 130 86 137 161 58 Average Queue (ft) 581 99 47 51 113 17 95th Queue (ft) 1124 172 73 122 145 41 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 4 Queuing Penalty (veh) 54 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 18 1 0 0 Queuing Penalty (veh) 85 9 0 0 Intersection: 15: Bend Movement WB Directions Served T Maximum Queue (ft) 119 Average Queue (ft) 3 95th Queue (ft) 64 Link Distance (ft) 432 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 150 Breezy Hill SimTraffic Report EPR Page 2 33 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 No Build AM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.08 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.91 0.18 0.25 0.68 1.43 0.29 0.94 0.92 0.00 0.77 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.85 0.64 0.70 0.96 0.89 0.49 0.85 Total Network Performance Stop/Veh 1.44 Breezy Hill TIA EPR SimTraffic Report Page 1 34 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 No Build PM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.01 1.00 0.03 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.72 0.42 0.33 0.68 0.63 1.00 0.89 0.00 0.50 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 1.54 0.33 0.93 0.27 0.82 0.77 0.92 Total Network Performance Stop/Veh 1.19 Breezy Hill SimTraffic Report EPR Page 1 35 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build AM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.08 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.13 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.93 0.18 0.19 0.64 1.52 0.29 1.00 0.92 0.00 0.80 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.83 0.62 0.70 1.13 0.91 0.49 0.91 Total Network Performance Stop/Veh 1.52 Breezy Hill TIA EPR SimTraffic Report Page 1 cam: SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build PM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.01 0.97 0.04 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.02 1.00 0.06 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.76 0.57 0.33 1.00 0.69 0.64 0.91 0.89 0.00 0.58 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 1.96 0.33 0.93 0.29 0.82 0.79 1.11 Total Network Performance Stop/Veh 1.91 Breezy Hill SimTraffic Report EPR Page 1 37 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build wtih Improvement AM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.08 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.01 1.00 0.11 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.90 0.17 0.18 0.56 1.40 0.25 0.95 0.94 0.00 0.75 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.65 0.54 0.75 0.93 1.12 0.40 0.82 Total Network Performance Stop/Veh 1.49 Breezy Hill TIA EPR SimTraffic Report Page 1 38 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build wtih Improvement PM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.01 1.00 0.04 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.02 1.00 0.06 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.71 0.39 0.00 1.00 0.42 0.33 1.00 0.96 0.00 0.44 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.96 0.19 0.94 0.20 0.89 0.86 0.63 Total Network Performance Stop/Veh 1.13 Breezy Hill SimTraffic Report EPR Page 1 39 SimTraffic Travel Time Reports Arterial Level of Service 2023 No Build AM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 0.4 13.1 0.2 44 Quarry 3 4.9 12A 0.1 27 N Milton 4 35.4 50.5 0.2 14 13 2.9 17.1 0.1 29 6 3.2 53.2 0.7 50 11 2.5 34.2 0.5 51 2 3.9 50.2 0.7 51 Running Deer 1 0.7 8.1 0.1 62 Total 53.9 238.8 2.6 40 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.5 12.4 0.2 53 2 0.3 9.3 0.1 54 11 1.5 48.3 0.7 53 6 1.6 33.3 0.5 52 13 4.7 53.0 0.7 50 N Milton 4 59.2 148.8 0.1 7 Rt 22 3 83.4 99.5 0.2 7 15 13.7 21.7 0.1 16 Total 164.8 426.3 2.7 28 Breezy Hill TIA EPR SimTraffic Report Page 1 40 SimTraffic Travel Time Reports Arterial Level of Service 2023 No Build PM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 10.8 24.6 0.2 25 Quarry 3 21.5 29.0 0.1 12 N Milton 4 49.3 78.4 0.2 11 13 2.8 17.1 0.1 29 6 5.2 55.0 0.7 48 11 3.8 35.5 0.5 49 2 5.9 52.5 0.7 49 Running Deer 1 1.0 8.3 0.1 60 Total 100.3 300.4 2.6 33 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.3 12.1 0.2 54 2 0.2 9.2 0.1 54 11 1.1 47.7 0.7 54 6 1.2 32.8 0.5 53 13 3.6 51.7 0.7 51 N Milton 4 6.0 16.4 0.1 30 Rt 22 3 29.3 44.3 0.2 16 15 6.7 14.6 0.1 23 Total 48.2 228.9 2.7 42 Breezy Hill EPR SimTraffic Report Page 1 Cy SimTraffic Travel Time Reports Arterial Level of Service 2023 Build AM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 0.5 13.1 0.2 44 Quarry 3 5.0 12.5 0.1 27 N Milton 4 35.7 50.8 0.2 14 13 3.0 17.2 0.1 28 6 3.3 53.3 0.7 50 11 2.5 34.4 0.5 50 Site Entrance 2 2.9 41.0 0.7 62 Runnino Deer 1 0.7 9.1 0.1 55 Total 53.5 231.4 2.6 41 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.5 12.5 0.2 53 Site Entrance 2 0.8 9.2 0.1 54 11 2.0 48.4 0.7 53 6 1.7 33.3 0.5 52 13 5.4 53.4 0.7 49 N Milton 4 74.3 294.4 0.1 6 Rt 22 3 97.2 112.5 0.2 6 15 14.1 22.0 0.1 15 Total 196.0 585.7 2.7 26 Breezy Hill TIA EPR SimTraffic Report Page 1 EVA SimTraffic Travel Time Reports Arterial Level of Service 2023 Build PM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 54.4 209.0 0.2 9 Quarry 3 39.4 46.9 0.1 7 N Milton 4 62.4 120.4 0.2 9 13 2.8 17.1 0.1 29 6 5.3 55.0 0.7 48 11 3.8 35.5 0.5 49 Site Entrance 2 4.4 42.0 0.7 61 Running Deer 1 1.0 9.8 0.1 51 Total 173.4 535.8 2.6 27 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.3 12.2 0.2 54 Site Entrance 2 0.7 8.8 0.1 57 11 1.3 47.8 0.7 53 6 1.2 33.0 0.5 53 13 3.7 52.0 0.7 51 N Milton 4 6.7 18.0 0.1 28 Rt 22 3 31.8 46.7 0.2 15 15 7.0 15.0 0.1 23 Total 52.8 233.5 2.7 41 Breezy Hill EPR SimTraffic Report Page 1 43 SimTraffic Travel Time Reports Arterial Level of Service 2023 Build wtih Improvement AM 01/10/2020 Arterial Level of Service: EB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 0.5 13.2 0.2 44 Quarry 3 4.5 12.0 0.1 28 N Milton 4 26.2 41.3 0.2 17 13 2.6 17.0 0.1 29 6 3.2 53.2 0.7 50 11 2.4 34.4 0.5 50 Site Entrance 2 2.9 41.0 0.7 62 Runnino Deer 1 0.7 9.1 0.1 55 Total 43.0 221.2 2.6 43 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.5 12.4 0.2 53 Site Entrance 2 0.7 9.1 0.1 55 11 1.8 48.3 0.7 53 6 1.6 33.3 0.5 52 13 5.0 53.0 0.7 50 N Milton 4 60.0 123.5 0.1 7 Rt 22 3 87.3 103.7 0.2 7 15 13.7 21.6 0.1 16 Total 170.5 404.9 2.7 27 Breezy Hill TIA EPR SimTraffic Report Page 1 44 SimTraffic Travel Time Reports Arterial Level of Service 2023 Build wtih Improvement PM 01/10/2020 Arterial Level of Service: EB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 23.3 45.8 0.2 16 Quarry 3 23.9 31.4 0.1 11 N Milton 4 41.0 59.1 0.2 12 13 2.0 16.3 0.1 30 6 5.2 55.2 0.7 48 11 3.9 35.6 0.5 49 Site Entrance 2 4.4 41.7 0.7 61 Runnino Deer 1 0.9 9.8 0.1 51 Total 104.7 294.8 2.6 34 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.3 12.2 0.2 54 Site Entrance 2 0.7 8.8 0.1 57 11 1.3 47.7 0.7 53 6 1.2 32.9 0.5 53 13 3.7 51.8 0.7 51 N Milton 4 5.2 16.5 0.1 30 Rt 22 3 21.1 35.9 0.2 19 15 6.2 14.2 0.1 24 Total 39.6 219.9 2.7 44 Breezy Hill EPR SimTraffic Report Page 1 45 EpfoC EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 MEMORANDUM TO: CHARLIE ARMSTRONG ORGANIZATION: SOUTHERN DEVELOPMENT PHONE NUMBER: FROM: BILL WUENSCH, P.E., PTOE; WEI HE DATE: OCTOBER 29, 2019 JANUARY 13, 2020 REVISED SENDER'S REFERENCE NUMBER: RE: BREEZY HILL SUPPLEMENTAL STUDY #2 YOUR REFERENCE NUMBER: - WITH COORDINATED TRAFFIC SIGNALS ONLY ❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE Purpose and Methodology As requested, the purpose of this memorandum is to provide a supplemental study for the Breezy Hill development to examine the traffic operations at the intersection of Route 250 and Route 22 and the intersection of Route 250 and N Milton Road. The focus of the analysis is to compare the 2023 no build scenario with existing traffic signal timing and control and 2023 build scenario that includes coordinated traffic signals only (i.e. no commuter bus service). The comparison examines if the 2023 build scenario with coordinated traffic signals will have improved traffic operations compared to 2023 no build scenario with existing traffic signal operations. In this memorandum, EPR analyzed the traffic operations using Synchro and SimTraffic to determine the average vehicle delays, vehicle/capacity ratios, levels of service, and maximum queue lengths at the two study intersections, as well as further examined the average vehicle stops and corridor travel times using SimTraffic. 2023 No Build Scenario with Existing Traffic Signals The 2023 no build scenario traffic volumes were obtained from the prior study and are illustrated in Figure 1. The traffic volumes as illustrated in Figure 1 were analyzed in Synchro and SimTraffic and the results were reported in the attachments and summarized in Table 1. EPRp EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Figure 1 ZUZ3 No Build Scenario i rattic Volumes AM route 22 58 520 0 52 893 18 route 25 202 #1 lt r* 187 303 12 1 2 164 12 PM route 22 45 268 0 60 1 392 Iroute 561 r* 1144 3 1 6 2 N Milton <= 541 fm i1i 01 rr 435 59 4m 287 78D d F 487 =� 1 155 53 N Md 'ton Table 12023 No Build Scenario Traffic Results site sate Intersection Approach Movement 2023 No Build AM 2023 No Build PM LOS V/C Delay Queue LOS V/C Delay Queue Route 250 EB EBL D 0.49 39.2 278 D 0.95 44.2 401 Route 250 EB EBT B 0.28 10.2 161 F 1.20 117.8 513 Route 250 EB EBR A 0.00 0.0 54 A 0.00 0.0 185 Route 250 WB WBL C 0.09 25.4 329 C 0.01 26.5 8 3. Route 250/ Route 250 WB WBT F 1.20 141.6 927 D 0.85 37.1 316 Route 22 Route 250 WB WBR A 0.00 0.0 300 A 0.00 0.0 174 Quarry NB NBL/NBT/NBR F 0.85 136.2 119 F 0.50 83.4 60 Rotue 22 SB SBL/SBT E 0.56 65.1 102 D 0.49 44.6 70 Rotue 22 SB I SBR A 0.00 0.0 6 A 0.00 0.0 0 Intersection Overall F 96.6 2276 F 81.9 1727 Route 250 EB EBT D 0.51 50.6 289 C 0.87 23.5 927 Route 250 EB EBR D 0.13 44.7 130 B 0.49 12.5 130 Route 250 WB WBL C 0.43 32.2 180 B 0.23 14.1 81 2. Route 250/ Route 250 WB WBT D 0.90 48.9 573 A 0.24 5.0 142 N Milton N Milton NB NBL C 0.52 21.9 743 D 0.73 37.5 167 N Milton NB I NBR B 0.04 15.1 296 C 0.10 29.2 59 Intersection Overall I D 1 1 38.2 1 2211 1 B 1 18.9 1 1506 K P1PR.,EfZpc P2C. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 2023 Build Scenario with Existing Traffic Signals In the 2023 build scenario, the Breezy Hill development was assumed to consist of 160 single family homes with one entrance to the site from Route 250. The generated site trips are summarized in Table 2. The site trips were assigned to the intersections based on the methodology as provided in the prior traffic study. The resulting 2023 build scenario traffic volumes are illustrated in Figure 2. Table 2 Trip Generation Use Description ITE Code Qty Daily AM PM in out in out Single Family Detached 210 160 1602 29 89 100 60 Peak Hour Trips 118 160 Figure 2 2023 Build Scenario Traffic Volumes AM route 22 { p� 520 0 53 u 61 959 18 40 611 131 275 6 route 25 202 .1 r* 2. 41 r* 153 41 r 3244 12 1 2 164 435 60 23 79 10 12 N Milton sate PM route 22 L 269 0 62 Z 49 * 436 1 *1 335 55 * 190 12 route 25 561 01 � t 366 r 510 r122jE* 3 1 6 4875 55 88 1 51 9 N Milton site The traffic volumes as illustrated Figure 2 were analyzed in Synchro and SimTraffic and the results were reported in the attachments and summarized in Table 3. 9 Fp foC EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Table 3 2023 Build Scenario Traffic Results Intersection Approach Movement 2023 Build AM 2023 Build PM LOS V/C Delay Queue LOS V/C Delay Queue Route 250 EB EBL D 0.49 39.2 294 D 0.98 54.0 430 Route 250 EB EBT B 0.30 10.5 184 F 1.25 139.1 539 Route 250 EB EBR A 0.00 0.0 37 A 0.00 0.0 347 Route 250 WB WBL C 0.09 25.5 329 C 0.01 26.7 16 3. Route 250/ Route 250 WB WBT F 1.29 179.6 927 D 0.87 40.4 338 Route 22 Route 250 WB WBR A 0.00 0.0 300 A 0.00 0.0 180 Quarry NB NBL/NBT/NBR F 0.85 136.2 125 F 0.50 85.4 60 Rotue 22 SIB SBL/SBT E 0.57 65.3 82 D 0.51 46.9 84 Rotue 22 SIB SBR A 0.00 0.0 0 A 0.00 0.0 0 Intersection Overall F 120.6 2278 F 96.9 1994 Route 250 EB EBT D 0.50 48.5 361 C 0.93 31.8 938 Route 250 EB EBR D 0.11 42.2 130 B 0.48 12.4 130 Route 250 WB WBL C 0.44 29.5 180 B 0.28 17.4 107 2. Route Route 250 WB WBT D 0.93 51.0 640 A 0.28 5.1 200 N Miltonn N Milton NB NBL C 0.56 25.4 835 D 0.73 39.6 159 N Milton NB I NBR B 0.04 17.3 325 C 0.10 30.9 49 Intersection Overall I D 1 40.2 1 2471 C 1 22.9 1583 2023 Build Scenario with Coordinated Traffic Signals In the 2023 build scenario with coordinated traffic signals, the traffic signals at the study intersections were assumed to be coordinated. The traffic volumes as illustrated in Figure 2 were analyzed in Synchro and SimTraffic and the results were reported in the attachments and summarized in Table 4. Table 4 2023 Build Scenario with Coordinated Traffic Sienals Traffic Results Intersection Approach Movement 2023 Build with Improvement AM 2023 Build with Improvement PM LOS V/C Delay Queue LOS V/C Delay Queue Route 250 EB EBL D 0.61 46.8 303 B 0.85 19.9 441 Route 250 EB EBT C 0.39 20.4 167 D 0.99 42.1 503 Route 250 EB EBR A 0.00 0.0 48 A 0.00 0.0 100 Route 250 WB WBL B 0.04 12.9 329 C 0.02 33.5 10 3. Route 250/ Route 250 WB WBT F 1.16 99.7 926 C 0.47 21.1 393 Route 22 Route 250 WB WBR B 0.00 11.0 300 A 0.00 0.0 108 Quarry NB NBL/NBT/NBR F 0.85 136.2 117 F 0.50 117.2 63 Rotue 22 SIB SBL/SBT E 0.57 65.3 78 F 0.69 86.6 109 Rotue 22 SIB SBR A 0.00 0.0 0 A 0.00 0.0 0 Intersection Overall E 74.6 2268 C 34.0 1727 Route 250 EB EBT C 0.45 21.1 342 A 0.77 7.8 928 Route 250 EB EBR B 0.14 19.1 130 A 0.41 4.9 130 Route 250 WB WBL C 0.38 27.6 180 C 0.16 20.8 116 2. Route 250/ Route 250 WB WBT D 0.90 44.6 571 A 0.24 4.4 153 N Milton N Milton NB NBL C 0.57 26.6 710 E 0.85 79.3 217 N Milton NB NBR B 0.04 18.0 312 E 0.06 56.7 60 Intersection Overall C 1 33.0 1 2245 B 13.2 1604 4 EP10c EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Findings and Conclusions This study effort compared the traffic operations results as shown in Table 1 and Table 4. All of these data points are comparing the "No Build" scenario (i.e. if Breezy Hill is not developed) to the "Build with Coordinated Traffic Signals Scenario" (i.e. if Breezy Hill is developed iand the signals are improved to operate as coordinated with optimized timings). The findings are as followings — "No Build" vs. "Build with Coordinated Traffic Signals Scenario" Overall Intersection Performance: • 250 @ Rte 22 AM: Delay decreases from 97 to 75 and LOS improves from F to E • 250 @ Rte 22 PM: Delay decreases from 82 to 34 and LOS improves from F to C • 250 @ Milton AM: Delay decreases from 38 to 33 and LOS improves from D to C • 250 @ Milton PM: Delay decreases from 19 to 13 and LOS is B in either scenario "No Build" vs. "Build with Coordinated Traffic Signals Scenario" AM/PM Peak Direction 250 Through Traffic Performance: • 250 @ Rte 22 AM WB: Delay decreases from 142 to 100 and LOS is F in either scenario • 250 @ Rte 22 PM EB: Delay decreases from 118 to 42 and LOS improves from F to D • 250 @ Milton AM WB: Delay decreases from 49 to 45 and LOS is D in either scenario • 250 @ Milton PM EB: Delay decreases from 24 to 8 and LOS improves from C to A As indicated in the comparison above, developing Breezy Hill and implementing the proposed coordinated traffic signals will make traffic performance on the Route 250 east corridor better than it is today. EpfoC EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Further Analysis As requested, EPR further analyzed the average vehicle stops and corridor travel times using SimTraffic at the two study intersections. Average Vehicle Stops The average vehicle stops (stops per car traveling through the system) were analyzed in SimTraffic and the results were reported in the attachments and summarized in Table S. Table 5 Average Vehicle Stop Results Intersection Approach Movement 2023 No Build 2023 Build 2023 Build with Improvement AM PM AM PM AM PM Route 250 EB EBL 0.91 0.72 0.93 0.76 0.90 0.71 Route 250 EB EBT 0.18 0.42 0.18 0.57 0.18 0.40 Route 250 EB EBR 0.25 0.33 0.19 0.33 0.19 0.25 Route 250 WB WBL 0.68 0.00 0.64 1.00 0.60 0.00 3. Route 250/ Route 250 WB WBT 1.43 0.68 1.52 0.69 1.42 0.48 Route 22 Route 250 WB WBR 0.29 0.63 0.29 0.64 0.28 0.43 Quarry NB NBL/NBT/NBR 0.94 1.00 1.00 0.91 1.00 1.00 Rotue 22 SB SBL/SBT 0.92 0.89 0.92 0.89 0.94 0.97 Rotue 22 SB SBR 0.00 0.00 0.00 0.00 0.00 0.00 Intersection Overall 0.77 0.50 0.80 1 0.58 0.76 0.47 Route 250 EB EBT 0.85 1.54 0.83 1.96 0.67 0.99 Route 250 EB EBR 0.64 0.33 0.62 0.33 0.54 0.20 Route 250 WB WBL 0.70 0.93 0.70 0.93 0.75 0.94 2. Route Route 250 WB WBT 0.96 0.27 1.13 0.29 0.94 0.23 N Miltonn N Milton NB NBL 0.89 0.82 0.91 0.82 1.11 0.90 N Milton NB NBR 0.49 0.77 0.49 0.79 0.40 0.85 Intersection Overall 0.85 0.92 0.91 1 1.11 1 0.84 0.69 As shown in the table above, the overall intersection and AM/PM peak direction 250 through traffic average vehicle stop results are all lower in "Build with Coordinated Traffic Signals Scenario" compared to in "No Build Scenario". The findings are as followings "No Build" vs. 'Build with Coordinated Traffic Signals Scenario" Overall Intersection Performance: • 250 @ Rte 22 AM: Average Vehicle Stop decreases from 0.77 to 0.76 • 250 @ Rte 22 PM: Average Vehicle Stop decreases from 0.50 to 0.47 • 250 @ Milton AM: Average Vehicle Stop decreases from 0.85 to 0.84 • 250 @ Milton PM: Average Vehicle Stop decreases from 0.92 to 0.69 "No Build" vs. 'Build with Coordinated Traffic Signals Scenario" AM/PM Peak Direction 250 Through Tro is Performance: • 250 @ Rte 22 AM WB: Average Vehicle Stop decreases from 1.43 to 1.42 • 250 @ Rte 22 PM EB: Average Vehicle Stop decreases from 0.42 to 0.40 6 EP10c EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 • 250 @ Milton AM WB: Average Vehicle Stop decreases from 0.96 to 0.94 • 250 @ Milton PM EB: Average Vehicle Stop decreases from 1.54 to 0.99 Travel Time The corridor travel times traveling eastbound and westbound between points A and B as shown in the below figure were analyzed in SimTraffic and the results were reported in the attachments and summarized in Table 6. Table 6 Travel Time Results EB (A to B) WB (B to A) 2023 No Build AM 80 s 270 s 2023 No Build PM 124.5 s 75.3 s 2023 Build AM 80.5 s 428.9 s 2023 Build PM 184.4 s 79.7 s 2023 Build with Improvement AM 70.5 s 259.7 s 2023 Build with Improvement PM 114.7 s 67.2 s As indicated in the table above, the travel times between points A and B in "Build with Coordinated Traffic Signals Scenario" will be shorter compared to in "No Build Scenario". End of Memorandum P1PR.,EfOc PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Attachments — Synchro HCM Reports SimTraffic Queue Reports SimTraffic Average Vehicle Stop Reports SimTraffic Travel Time Reports Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 202 303 12 18 893 58 12 1 2 52 0 520 Future Volume (veh/h) 202 303 12 18 893 58 12 1 2 52 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 333 0 20 981 0 13 1 0 57 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 450 1176 691 233 815 714 15 1 0 102 0 91 Arrive On Green 0.22 0.64 0.00 0.01 0.29 0.00 0.02 0.02 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 333 0 20 981 0 14 0 0 57 0 0 Grp Sat Flow(s),veh/h/In 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 8.9 9.6 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.7 0.0 0.0 Cycle Q Clear(g_c), s 8.9 9.6 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 450 1176 691 233 815 714 16 0 0 102 0 91 V/C Ratio(X) 0.49 0.28 0.00 0.09 1.20 0.00 0.85 0.00 0.00 0.56 0.00 0.00 Avail Cap(c_a), veh/h 450 1176 691 272 815 714 124 0 0 202 0 180 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.62 0.62 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 38.3 9.6 0.0 25.3 42.6 0.0 58.9 0.0 0.0 55.1 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.6 0.0 0.1 99.1 0.0 77.3 0.0 0.0 10.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.3 5.0 0.0 0.4 49.5 0.0 0.8 0.0 0.0 2.1 0.0 0.0 LnGrp Delay(d),s/veh 39.2 10.2 0.0 25.4 141.6 0.0 136.2 0.0 0.0 65.1 0.0 0.0 LnGrp LOS D B C F F E Approach Vol, veh/h 555 1001 14 57 Approach Delay, s/veh 21.8 139.3 136.2 65.1 Approach LOS C F F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 86.5 13.3 36.9 62.0 7.8 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 7.0 53.0 13.5 8.0 52.0 14.1 Max Q Clear Time (g_c+l1), s 3.5 11.6 5.7 10.9 54.0 3.6 Green Ext Time (p-c), s 0.0 2.4 0.2 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 96.6 HCM 2010 LOS F Breezy Hill TIA 2023 No Build AM Synchro 9 Report EPR Page 1 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 187 164 121 541 435 59 Future Volume (veh/h) 187 164 121 541 435 59 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 210 46 136 608 489 29 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 411 367 313 673 943 723 Arrive On Green 0.07 0.07 0.07 0.36 0.51 0.51 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 210 46 136 608 489 29 Grp Sat Flow(s),veh/h/In 1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 13.3 3.2 7.0 37.5 21.1 1.2 Cycle Q Clear(g_c), s 13.3 3.2 7.0 37.5 21.1 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 367 313 673 943 723 V/C Ratio(X) 0.51 0.13 0.43 0.90 0.52 0.04 Avail Cap(c_a), veh/h 490 438 359 802 943 723 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.2 44.5 31.5 36.1 19.9 14.9 Incr Delay (d2), s/veh 1.4 0.2 0.7 12.8 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.9 1.5 3.4 21.5 11.4 0.5 LnGrp Delay(d),s/veh 50.6 44.7 32.2 48.9 21.9 15.1 LnGrp LOS D D C D C B Approach Vol, veh/h 256 744 518 Approach Delay, s/veh 49.5 45.9 21.5 Approach LOS D D C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.8 34.8 68.4 51.6 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 12.2 32.2 ' 52 52.2 Max Q Clear Time (g_c+l1), s 9.0 15.3 23.1 39.5 Green Ext Time (p-c), s 0.1 1.5 3.0 4.3 Intersection Summary HCM 2010 Ctrl Delay 38.2 HCM 2010 LOS D Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill TIA 2023 No Build AM EPR Synchro 9 Report Page 2 El Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 561 1144 2 1 392 45 3 1 6 60 0 268 Future Volume (veh/h) 561 1144 2 1 392 45 3 1 6 60 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1230 0 1 422 0 3 1 1 65 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 632 1028 612 84 494 446 6 2 2 133 0 114 Arrive On Green 0.28 0.55 0.00 0.00 0.27 0.00 0.01 0.01 0.01 0.07 0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 913 304 304 1827 0 1568 Grp Volume(v), veh/h 603 1230 0 1 422 0 5 0 0 65 0 0 Grp Sat Flow(s),veh/h/In 1774 1881 1120 905 1863 1680 1522 0 0 1827 0 1568 Q Serve(g_s), s 22.4 47.5 0.0 0.1 18.7 0.0 0.3 0.0 0.0 3.0 0.0 0.0 Cycle Q Clear(g_c), s 22.4 47.5 0.0 0.1 18.7 0.0 0.3 0.0 0.0 3.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.20 1.00 1.00 Lane Grp Cap(c), veh/h 632 1028 612 84 494 446 10 0 0 133 0 114 V/C Ratio(X) 0.95 1.20 0.00 0.01 0.85 0.00 0.50 0.00 0.00 0.49 0.00 0.00 Avail Cap(c_a), veh/h 641 1028 612 135 750 676 334 0 0 389 0 334 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 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.7 19.7 0.0 26.5 30.3 0.0 43.0 0.0 0.0 38.7 0.0 0.0 Incr Delay (d2), s/veh 24.5 98.0 0.0 0.1 6.8 0.0 40.3 0.0 0.0 5.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 18.4 52.3 0.0 0.0 10.5 0.0 0.2 0.0 0.0 1.7 0.0 0.0 LnGrp Delay(d),s/veh 44.2 117.8 0.0 26.5 37.1 0.0 83.4 0.0 0.0 44.6 0.0 0.0 LnGrp LOS D F C D F D Approach Vol, veh/h 1833 423 5 65 Approach Delay, s/veh 93.6 37.1 83.4 44.6 Approach LOS F D F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 57.5 12.8 34.6 33.1 6.5 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 35.0 18.5 25.0 35.0 19.1 Max Q Clear Time (g_c+l1), s 2.1 49.5 5.0 24.4 20.7 2.3 Green Ext Time (p-c), s 0.0 0.0 0.3 0.2 2.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 81.9 HCM 2010 LOS F Breezy Hill 2023 No Build PM EPR Synchro 9 Report Page 1 `f Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 780 487 52 287 155 53 Future Volume (veh/h) 780 487 52 287 155 53 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, veh/h 830 414 55 305 165 19 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, veh/h 958 847 240 1246 227 197 Arrive On Green 0.51 0.51 0.05 0.67 0.12 0.12 Sat Flow, veh/h 1881 1663 1675 1863 1863 1615 Grp Volume(v), veh/h 830 414 55 305 165 19 Grp Sat Flow(s),veh/h/In 1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 28.7 12.1 1.0 4.8 6.3 0.8 Cycle Q Clear(g_c), s 28.7 12.1 1.0 4.8 6.3 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 958 847 240 1246 227 197 V/C Ratio(X) 0.87 0.49 0.23 0.24 0.73 0.10 Avail Cap(c_a), veh/h 1071 946 650 1246 1063 921 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.0 11.9 13.7 4.9 31.4 28.9 Incr Delay (d2), s/veh 7.5 0.6 0.4 0.1 6.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 16.7 5.7 0.6 2.5 3.6 0.4 LnGrp Delay(d),s/veh 23.5 12.5 14.1 5.0 37.5 29.2 LnGrp LOS C B B A D C Approach Vol, veh/h 1244 360 184 Approach Delay, s/veh 19.8 6.4 36.7 Approach LOS B A D Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.9 45.5 16.7 57.4 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 22.2 42.2 ' 42 42.2 Max Q Clear Time (g_c+l1), s 3.0 30.7 8.3 6.8 Green Ext Time (p-c), s 0.1 7.0 0.9 2.7 Intersection Summary HCM 2010 Ctrl Delay 18.9 HCM 2010 LOS B Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill 2023 No Build PM EPR Synchro 9 Report Page 2 `vA Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 202 324 12 18 959 61 12 1 2 53 0 520 Future Volume (veh/h) 202 324 12 18 959 61 12 1 2 53 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 356 0 20 1054 0 13 1 0 58 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 450 1175 690 226 815 714 15 1 0 102 0 91 Arrive On Green 0.22 0.64 0.00 0.01 0.29 0.00 0.02 0.02 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 356 0 20 1054 0 14 0 0 58 0 0 Grp Sat Flow(s),veh/h/In 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 8.9 10.4 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Cycle Q Clear(g_c), s 8.9 10.4 0.0 1.5 52.0 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 450 1175 690 226 815 714 16 0 0 102 0 91 V/C Ratio(X) 0.49 0.30 0.00 0.09 1.29 0.00 0.85 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 450 1175 690 265 815 714 124 0 0 202 0 180 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.55 0.55 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 38.4 9.8 0.0 25.4 42.6 0.0 58.9 0.0 0.0 55.1 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.7 0.0 0.1 137.0 0.0 77.3 0.0 0.0 10.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.3 5.5 0.0 0.4 58.0 0.0 0.8 0.0 0.0 2.2 0.0 0.0 LnGrp Delay(d),s/veh 39.2 10.5 0.0 25.5 179.6 0.0 136.2 0.0 0.0 65.3 0.0 0.0 LnGrp LOS D B C F F E Approach Vol, veh/h 578 1074 14 58 Approach Delay, s/veh 21.5 176.7 136.2 65.3 Approach LOS C F F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 86.5 13.3 36.9 62.0 7.8 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 7.0 53.0 13.5 8.0 52.0 14.1 Max Q Clear Time (g_c+l1), s 3.5 12.4 5.8 10.9 54.0 3.6 Green Ext Time (p-c), s 0.0 2.6 0.2 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 120.6 HCM 2010 LOS F Breezy Hill TIA 2023 Build AM EPR Synchro 9 Report Page 1 13 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 209 164 131 611 435 60 Future Volume (veh/h) 209 164 131 611 435 60 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 235 46 147 687 489 29 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 473 422 337 740 875 672 Arrive On Green 0.09 0.09 0.08 0.40 0.47 0.47 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 235 46 147 687 489 29 Grp Sat Flow(s),veh/h/In 1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 14.7 3.1 7.2 42.7 22.6 1.3 Cycle Q Clear(g_c), s 14.7 3.1 7.2 42.7 22.6 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 473 422 337 740 875 672 V/C Ratio(X) 0.50 0.11 0.44 0.93 0.56 0.04 Avail Cap(c_a), veh/h 490 438 380 802 875 672 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.4 42.1 28.8 34.3 22.9 17.2 Incr Delay (d2), s/veh 1.1 0.2 0.7 16.7 2.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.6 1.4 3.5 25.0 12.3 0.5 LnGrp Delay(d),s/veh 48.5 42.2 29.5 51.0 25.4 17.3 LnGrp LOS D D C D C B Approach Vol, veh/h 281 834 518 Approach Delay, s/veh 47.5 47.2 25.0 Approach LOS D D C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.0 38.9 64.1 55.9 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 12.2 32.2 ' 52 52.2 Max Q Clear Time (g_c+l1), s 9.2 16.7 24.6 44.7 Green Ext Time (p-c), s 0.1 1.6 3.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 40.2 HCM 2010 LOS D Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill TIA 2023 Build AM EPR Synchro 9 Report Page 2 14 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 561 1228 2 1 436 49 3 1 6 62 0 268 Future Volume (veh/h) 561 1228 2 1 436 49 3 1 6 62 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1320 0 1 469 0 3 1 1 67 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 614 1058 630 81 536 484 6 2 2 131 0 113 Arrive On Green 0.28 0.56 0.00 0.00 0.29 0.00 0.01 0.01 0.01 0.07 0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 913 304 304 1827 0 1568 Grp Volume(v), veh/h 603 1320 0 1 469 0 5 0 0 67 0 0 Grp Sat Flow(s),veh/h/In 1774 1881 1120 905 1863 1680 1522 0 0 1827 0 1568 Q Serve(g_s), s 24.2 51.0 0.0 0.1 21.7 0.0 0.3 0.0 0.0 3.2 0.0 0.0 Cycle Q Clear(g_c), s 24.2 51.0 0.0 0.1 21.7 0.0 0.3 0.0 0.0 3.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.20 1.00 1.00 Lane Grp Cap(c), veh/h 614 1058 630 81 536 484 10 0 0 131 0 113 V/C Ratio(X) 0.98 1.25 0.00 0.01 0.87 0.00 0.50 0.00 0.00 0.51 0.00 0.00 Avail Cap(c_a), veh/h 614 1058 630 129 720 649 321 0 0 373 0 320 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 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 22.1 19.8 0.0 26.7 30.7 0.0 44.9 0.0 0.0 40.5 0.0 0.0 Incr Delay (d2), s/veh 31.9 119.3 0.0 0.1 9.7 0.0 40.6 0.0 0.0 6.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 20.3 61.2 0.0 0.0 12.6 0.0 0.2 0.0 0.0 1.9 0.0 0.0 LnGrp Delay(d),s/veh 54.0 139.1 0.0 26.7 40.4 0.0 85.4 0.0 0.0 46.9 0.0 0.0 LnGrp LOS D F C D F D Approach Vol, veh/h 1923 470 5 67 Approach Delay, s/veh 112.5 40.3 85.4 46.9 Approach LOS F D F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 61.0 13.0 35.0 36.1 6.5 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 35.0 18.5 25.0 35.0 19.1 Max Q Clear Time (g_c+l1), s 2.1 53.0 5.2 26.2 23.7 2.3 Green Ext Time (p-c), s 0.0 0.0 0.3 0.0 2.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 96.9 HCM 2010 LOS F Breezy Hill 2023 Build PM EPR Synchro 9 Report Page 1 15 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 866 487 55 335 155 55 Future Volume (veh/h) 866 487 55 335 155 55 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, veh/h 921 424 59 356 165 20 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, veh/h 989 874 212 1269 225 195 Arrive On Green 0.53 0.53 0.06 0.68 0.12 0.12 Sat Flow, veh/h 1881 1663 1675 1863 1863 1615 Grp Volume(v), veh/h 921 424 59 356 165 20 Grp Sat Flow(s),veh/h/In 1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 35.5 12.7 1.1 5.9 6.7 0.9 Cycle Q Clear(g_c), s 35.5 12.7 1.1 5.9 6.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 989 874 212 1269 225 195 V/C Ratio(X) 0.93 0.48 0.28 0.28 0.73 0.10 Avail Cap(c_a), veh/h 1016 898 595 1269 1008 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 11.8 16.9 4.9 33.2 30.6 Incr Delay (d2), s/veh 14.6 0.6 0.5 0.2 6.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 22.2 5.9 0.7 3.0 3.8 0.4 LnGrp Delay(d),s/veh 31.8 12.4 17.4 5.1 39.6 30.9 LnGrp LOS C B B A D C Approach Vol, veh/h 1345 415 185 Approach Delay, s/veh 25.7 6.8 38.7 Approach LOS C A D Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.1 48.9 17.1 61.0 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 22.2 42.2 ' 42 42.2 Max Q Clear Time (g_c+l1), s 3.1 37.5 8.7 7.9 Green Ext Time (p-c), s 0.1 3.6 0.9 3.3 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill 2023 Build PM EPR Synchro 9 Report Page 2 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 202 324 12 18 959 61 12 1 2 53 0 520 Future Volume (veh/h) 202 324 12 18 959 61 12 1 2 53 0 520 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1827 1845 1275 1086 1881 1937 1900 1103 1900 1900 1882 1881 Adj Flow Rate, veh/h 222 356 0 20 1054 1 13 1 0 58 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 55 75 1 2 0 0 0 0 0 1 Cap, veh/h 361 908 534 446 911 797 15 1 0 102 0 91 Arrive On Green 0.17 0.49 0.00 0.22 0.64 0.64 0.02 0.02 0.00 0.06 0.00 0.00 Sat Flow, veh/h 1740 1845 1084 1034 1881 1647 979 75 0 1792 0 1599 Grp Volume(v), veh/h 222 356 0 20 1054 1 14 0 0 58 0 0 Grp Sat Flow(s),veh/h/In 1740 1845 1084 1034 1881 1647 1054 0 0 1792 0 1599 Q Serve(g_s), s 9.8 14.6 0.0 0.0 58.1 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Cycle Q Clear(g_c), s 9.8 14.6 0.0 0.0 58.1 0.0 1.6 0.0 0.0 3.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.93 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 361 908 534 446 911 797 16 0 0 102 0 91 V/C Ratio(X) 0.61 0.39 0.00 0.04 1.16 0.00 0.85 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 361 908 534 446 911 797 44 0 0 276 0 247 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.57 0.57 0.57 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 43.7 19.1 0.0 12.9 21.4 11.0 58.9 0.0 0.0 55.1 0.0 0.0 Incr Delay (d2), s/veh 3.1 1.3 0.0 0.0 78.3 0.0 77.3 0.0 0.0 10.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.0 7.7 0.0 0.3 49.5 0.0 0.8 0.0 0.0 2.2 0.0 0.0 LnGrp Delay(d),s/veh 46.8 20.4 0.0 12.9 99.7 11.0 136.2 0.0 0.0 65.3 0.0 0.0 LnGrp LOS D C B F B F E Approach Vol, veh/h 578 1075 14 58 Approach Delay, s/veh 30.6 98.0 136.2 65.3 Approach LOS C F F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29.8 69.1 13.3 30.8 68.1 7.8 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 59.1 18.5 6.0 58.1 5.0 Max Q Clear Time (g_c+l1), s 2.0 16.6 5.8 11.8 60.1 3.6 Green Ext Time (p-c), s 0.0 2.6 0.3 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 74.6 HCM 2010 LOS E Breezy Hill TIA 2023 Build wtih Signal Coordination AM EPR Synchro 9 Report Page 1 17 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r + r Traffic Volume (veh/h) 209 164 131 611 435 60 Future Volume (veh/h) 209 164 131 611 435 60 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1827 1918 1810 1845 1956 1681 Adj Flow Rate, veh/h 235 66 147 687 489 24 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 3 5 3 1 13 Cap, veh/h 522 466 387 760 855 656 Arrive On Green 0.57 0.57 0.06 0.41 0.46 0.46 Sat Flow, veh/h 1827 1631 1723 1845 1863 1429 Grp Volume(v), veh/h 235 66 147 687 489 24 Grp Sat Flow(s),veh/h/In 1827 1631 1723 1845 1863 1429 Q Serve(g_s), s 8.9 2.3 7.1 41.9 23.1 1.1 Cycle Q Clear(g_c), s 8.9 2.3 7.1 41.9 23.1 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 522 466 387 760 855 656 V/C Ratio(X) 0.45 0.14 0.38 0.90 0.57 0.04 Avail Cap(c_a), veh/h 670 598 387 910 855 656 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 18.9 27.1 33.0 23.8 17.9 Incr Delay (d2), s/veh 0.8 0.2 0.5 11.6 2.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.6 1.0 3.4 23.6 12.5 0.5 LnGrp Delay(d),s/veh 21.1 19.1 27.6 44.6 26.6 18.0 LnGrp LOS C B C D C B Approach Vol, veh/h 301 834 513 Approach Delay, s/veh 20.7 41.6 26.2 Approach LOS C D C Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.2 42.1 62.7 57.3 Change Period (Y+Rc), s 7.8 7.8 * 7.7 7.8 Max Green Setting (Gmax), s 7.4 44.0 ' 45 59.2 Max Q Clear Time (g_c+l1), s 9.1 10.9 25.1 43.9 Green Ext Time (p-c), s 0.0 2.2 2.8 5.6 Intersection Summary HCM 2010 Ctrl Delay 33.0 HCM 2010 LOS C Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill TIA 2023 Build wtih Signal Coordination AM EPR Synchro 9 Report Page 2 18 Synchro HCM Reports HCM 2010 Signalized Intersection Summary 3: Quarry/Rt 22 & Rt 250 01/10/2020 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r + r 4 r Traffic Volume (veh/h) 561 1228 2 1 436 49 3 1 6 62 0 268 Future Volume (veh/h) 561 1228 2 1 436 49 3 1 6 62 0 268 Number 5 2 12 1 6 16 3 8 18 7 4 14 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 Adj Sat Flow, veh/h/In 1863 1881 1317 950 1863 1976 1900 1621 1900 1900 1918 1845 Adj Flow Rate, veh/h 603 1320 0 1 469 0 3 1 0 67 0 0 Adj No. of Lanes 1 1 1 1 1 1 0 1 0 0 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 1 50 100 2 0 0 0 0 0 0 3 Cap, veh/h 708 1334 794 58 1008 909 6 2 0 97 0 83 Arrive On Green 0.17 0.71 0.00 0.00 0.54 0.00 0.01 0.01 0.00 0.05 0.00 0.00 Sat Flow, veh/h 1774 1881 1120 905 1863 1680 1172 391 0 1827 0 1568 Grp Volume(v), veh/h 603 1320 0 1 469 0 4 0 0 67 0 0 Grp Sat Flow(s),veh/h/In 1774 1881 1120 905 1863 1680 1562 0 0 1827 0 1568 Q Serve(g_s), s 19.8 95.8 0.0 0.1 21.6 0.0 0.4 0.0 0.0 5.0 0.0 0.0 Cycle Q Clear(g_c), s 19.8 95.8 0.0 0.1 21.6 0.0 0.4 0.0 0.0 5.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.75 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 708 1334 794 58 1008 909 8 0 0 97 0 83 V/C Ratio(X) 0.85 0.99 0.00 0.02 0.47 0.00 0.50 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 927 1334 794 89 1008 909 56 0 0 108 0 93 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 0.93 0.93 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.8 19.9 0.0 33.4 19.7 0.0 69.5 0.0 0.0 65.2 0.0 0.0 Incr Delay (d2), s/veh 6.1 22.3 0.0 0.1 1.4 0.0 47.8 0.0 0.0 21.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 12.2 57.4 0.0 0.0 11.5 0.0 0.3 0.0 0.0 3.1 0.0 0.0 LnGrp Delay(d),s/veh 19.9 42.1 0.0 33.5 21.1 0.0 117.2 0.0 0.0 86.6 0.0 0.0 LnGrp LOS B D C C F F Approach Vol, veh/h 1923 470 4 67 Approach Delay, s/veh 35.1 21.2 117.2 86.6 Approach LOS D C F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.2 109.3 13.9 33.7 85.7 6.6 Change Period (Y+Rc), s 10.0 10.0 6.5 10.0 10.0 5.9 Max Green Setting (Gmax), s 5.0 89.3 8.3 41.0 53.3 5.0 Max Q Clear Time (g_c+l1), s 2.1 97.8 7.0 21.8 23.6 2.4 Green Ext Time (p-c), s 0.0 0.0 0.0 1.9 3.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 34.0 HCM 2010 LOS C Breezy Hill 2023 Build wtih Signal Coordination PM EPR Synchro 9 Report Page 1 19 Synchro HCM Report- HCM 2010 Signalized Intersection Summary 4: N Milton & Rt 250 01 /10/2020 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r t r Traffic Volume (veh/h) 866 487 55 335 155 55 Future Volume (veh/h) 866 487 55 335 155 55 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1956 1759 1863 1956 1900 Adj Flow Rate, veh/h 921 435 59 356 165 10 Adj No. of Lanes 1 1 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 8 2 1 0 Cap, veh/h 1199 1060 361 1463 194 168 Arrive On Green 0.85 0.85 0.09 0.79 0.10 0.10 Sat Flow, veh/h 1881 1663 1675 1863 1863 1615 Grp Volume(v), veh/h 921 435 59 356 165 10 Grp Sat Flow(s),veh/h/In 1881 1663 1675 1863 1863 1615 Q Serve(g_s), s 30.0 8.6 0.0 7.1 12.2 0.8 Cycle Q Clear(g_c), s 30.0 8.6 0.0 7.1 12.2 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1199 1060 361 1463 194 168 V/C Ratio(X) 0.77 0.41 0.16 0.24 0.85 0.06 Avail Cap(c_a), veh/h 1199 1060 361 1463 283 246 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.33 0.33 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.2 4.5 20.7 4.0 61.6 56.5 Incr Delay (d2), s/veh 1.6 0.4 0.2 0.4 17.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 15.6 3.8 1.4 3.7 7.2 0.4 LnGrp Delay(d),s/veh 7.8 4.9 20.8 4.4 79.3 56.7 LnGrp LOS A A C A E E Approach Vol, veh/h 1356 415 175 Approach Delay, s/veh 6.9 6.7 78.0 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.7 97.0 22.3 117.7 Change Period (Y+Rc), s 7.8 7.8 7.7 7.8 Max Green Setting (Gmax), s 6.2 89.2 ' 21 103.2 Max Q Clear Time (g_c+l1), s 2.0 32.0 14.2 9.1 Green Ext Time (p-c), s 0.0 18.2 0.4 3.5 Intersection Summary HCM 2010 Ctrl Delay 13.2 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Breezy Hill 2023 Build wtih Signal Coordination PM EPR Synchro 9 Report Page 2 20 SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build AM 01 /10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 23 60 Average Queue (ft) 1 24 95th Queue (ft) 10 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WB WB NB SB SB Directions Served L T R L T R LTR LT R Maximum Queue (ft) 278 161 54 329 927 300 119 102 6 Average Queue (ft) 121 45 4 36 701 115 25 18 0 95th Queue (ft) 218 113 26 189 1187 346 79 62 5 Link Distance (ft) 432 432 898 551 1051 Upstream Blk Time (%) 14 Queuing Penalty (veh) 136 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 39 0 Queuing Penalty (veh) 0 29 4 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 289 130 180 573 743 296 Average Queue (ft) 119 68 99 377 369 89 95th Queue (ft) 229 140 214 588 852 313 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 2 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 8 0 0 44 25 0 Queuing Penalty (veh) 13 1 2 53 15 2 Breezy Hill TIA EPR SimTraffic Report Page 1 21 SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build AM Intersection: 15: Bend Movement WB WB Directions Served T Maximum Queue (ft) 445 342 Average Queue (ft) 177 14 95th Queue (ft) 521 142 Link Distance (ft) 432 432 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 7 2 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 265 Breezy Hill TIA EPR 01 /10/2020 SimTraffic Report Page 2 0►;, SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build PM 01 /10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 17 69 Average Queue (ft) 1 22 95th Queue (ft) 7 57 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 401 513 185 478 524 8 316 174 60 70 Average Queue (ft) 175 288 6 69 107 0 148 20 11 14 95th Queue (ft) 327 576 82 384 456 8 264 81 40 48 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 1 10 0 1 1 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 10 0 0 0 Queuing Penalty (veh) 0 0 0 0 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 927 130 81 142 167 59 Average Queue (ft) 561 118 32 52 73 12 95th Queue (ft) 1011 165 67 109 132 35 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 2 Queuing Penalty (veh) 30 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 23 2 0 Queuing Penalty (veh) 114 17 0 Breezy Hill EPR SimTraffic Report Page 1 23 SimTraffic Queue Reports Queuing and Blocking Report 2023 No Build PM Intersection: 15: Bend Movement WB Directions Served T Maximum Queue (ft) 77 Average Queue (ft) 3 95th Queue (ft) 60 Link Distance (ft) 432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 162 Breezy Hill EPR 01 /10/2020 SimTraffic Report Page 2 24 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build AM Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 15 63 Average Queue (ft) 0 22 95th Queue (ft) 7 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 01 /10/2020 Movement WB NB Directions Served LT LR Maximum Queue (ft) 10 63 Average Queue (ft) 0 25 95th Queue (ft) 6 47 Link Distance (ft) 673 221 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WB WB NB SB Directions Served L T R L T R LTR LT Maximum Queue (ft) 294 184 37 329 927 300 125 82 Average Queue (ft) 128 47 3 30 779 123 29 17 95th Queue (ft) 242 120 22 174 1216 357 83 55 Link Distance (ft) 432 432 898 551 Upstream Blk Time (%) 20 Queuing Penalty (veh) 205 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 45 0 Queuing Penalty (veh) 0 35 5 Breezy Hill TIA EPR SimTraffic Report Page 1 25 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build AM Intersection: 4: N Milton & Rt 250 01 /10/2020 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 361 130 180 640 835 325 Average Queue (ft) 131 68 113 446 424 113 95th Queue (ft) 258 140 229 635 933 357 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 6 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 10 0 0 55 32 1 Queuing Penalty (veh) 17 1 1 71 19 2 Intersection: 15: Bend Movement WB WB Directions Served T Maximum Queue (ft) 445 269 Average Queue (ft) 196 17 95th Queue (ft) 543 154 Link Distance (ft) 432 432 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 8 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 367 Breezy Hill TIA EPR SimTraffic Report Page 2 26 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build PM Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 17 79 Average Queue (ft) 0 20 95th Queue (ft) 8 55 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 01 /10/2020 Movement WB NB Directions Served LT LR Maximum Queue (ft) 34 56 Average Queue (ft) 3 24 95th Queue (ft) 17 46 Link Distance (ft) 673 215 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 430 539 347 851 858 16 338 180 60 84 Average Queue (ft) 189 455 11 638 653 1 167 22 10 17 95th Queue (ft) 351 670 123 1195 1182 8 293 88 37 53 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 1 35 0 37 43 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 35 0 1 0 Queuing Penalty (veh) 1 0 1 0 Breezy Hill EPR SimTraffic Report Page 1 27 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build PM Intersection: 4: N Milton & Rt 250 01 /10/2020 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 938 130 107 200 159 49 Average Queue (ft) 744 121 37 64 72 14 95th Queue (ft) 1110 162 77 143 127 36 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 6 Queuing Penalty (veh) 78 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 28 2 0 Queuing Penalty (veh) 135 19 0 Intersection: 15: Bend Movement WB Directions Served T Maximum Queue (ft) 41 Average Queue (ft) 1 95th Queue (ft) 37 Link Distance (ft) 432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 234 Breezy Hill SimTraffic Report EPR Page 2 28 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Signal Coordination AM 01/10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 13 64 Average Queue (ft) 1 22 95th Queue (ft) 8 50 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 22 63 Average Queue (ft) 1 25 95th Queue (ft) 9 47 Link Distance (ft) 673 221 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB WB WB WB NB SB Directions Served L T R L T R LTR LT Maximum Queue (ft) 303 167 48 329 926 300 117 78 Average Queue (ft) 138 46 3 31 758 122 28 16 95th Queue (ft) 260 114 23 177 1193 356 82 51 Link Distance (ft) 432 432 898 551 Upstream Blk Time (%) 0 18 Queuing Penalty (veh) 0 188 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 0 44 0 Queuing Penalty (veh) 0 35 5 Breezy Hill TIA EPR SimTraffic Report Page 1 29 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Signal Coordination AM 01/10/2020 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 342 130 180 571 710 312 Average Queue (ft) 107 56 128 408 576 121 95th Queue (ft) 222 123 236 577 697 270 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 0 21 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 5 0 0 50 43 0 Queuing Penalty (veh) 9 1 3 65 26 2 Intersection: 15: Bend Movement WB WB Directions Served T Maximum Queue (ft) 450 394 Average Queue (ft) 202 15 95th Queue (ft) 550 141 Link Distance (ft) 432 432 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 9 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 342 Breezy Hill TIA EPR SimTraffic Report Page 2 30 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Signal Coordination PM 01/10/2020 Intersection: 1: Running Deer & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 12 66 Average Queue (ft) 0 22 95th Queue (ft) 5 55 Link Distance (ft) 933 629 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Site Entrance & Rt 250 Movement WB NB Directions Served LT LR Maximum Queue (ft) 39 62 Average Queue (ft) 4 23 95th Queue (ft) 22 46 Link Distance (ft) 673 215 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Quarry/Rt 22 & Rt 250 Movement EB EB EB B15 B15 WB WB WB NB SB Directions Served L T R T T L T R LTR LT Maximum Queue (ft) 441 503 100 653 736 10 393 108 63 109 Average Queue (ft) 190 325 4 234 278 0 126 13 10 29 95th Queue (ft) 347 638 70 816 865 5 291 63 39 79 Link Distance (ft) 432 432 808 808 898 551 Upstream Blk Time (%) 1 15 0 8 10 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) 430 330 300 800 Storage Blk Time (%) 15 0 1 0 Queuing Penalty (veh) 0 0 0 0 Breezy Hill EPR SimTraffic Report Page 1 31 SimTraffic Queue Reports Queuing and Blocking Report 2023 Build wtih Signal Coordination PM 01/10/2020 Intersection: 4: N Milton & Rt 250 Movement EB EB WB WB NB NB Directions Served T R L T L R Maximum Queue (ft) 928 130 116 153 217 60 Average Queue (ft) 566 97 48 53 114 18 95th Queue (ft) 1091 170 104 133 204 43 Link Distance (ft) 898 664 1057 Upstream Blk Time (%) 4 Queuing Penalty (veh) 47 Storage Bay Dist (ft) 130 180 325 Storage Blk Time (%) 18 1 0 0 0 Queuing Penalty (veh) 86 9 0 0 0 Intersection: 15: Bend Movement WB Directions Served T Maximum Queue (ft) 78 Average Queue (ft) 2 95th Queue (ft) 51 Link Distance (ft) 432 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 143 Breezy Hill SimTraffic Report EPR Page 2 32 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 No Build AM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.08 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.91 0.18 0.25 0.68 1.43 0.29 0.94 0.92 0.00 0.77 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.85 0.64 0.70 0.96 0.89 0.49 0.85 Total Network Performance Stop/Veh 1.44 Breezy Hill TIA EPR SimTraffic Report Page 1 33 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 No Build PM 01 /10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.01 1.00 0.03 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.72 0.42 0.33 0.68 0.63 1.00 0.89 0.00 0.50 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 1.54 0.33 0.93 0.27 0.82 0.77 0.92 Total Network Performance Stop/Veh 1.19 Breezy Hill SimTraffic Report EPR Page 1 34 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build AM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.08 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.13 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.93 0.18 0.19 0.64 1.52 0.29 1.00 0.92 0.00 0.80 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.83 0.62 0.70 1.13 0.91 0.49 0.91 Total Network Performance Stop/Veh 1.52 Breezy Hill TIA EPR SimTraffic Report Page 1 35 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build PM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.01 0.97 0.04 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.02 1.00 0.06 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.76 0.57 0.33 1.00 0.69 0.64 0.91 0.89 0.00 0.58 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 1.96 0.33 0.93 0.29 0.82 0.79 1.11 Total Network Performance Stop/Veh 1.91 Breezy Hill SimTraffic Report EPR Page 1 cam: SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build wtih Signal Coordination AM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.08 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 0.99 0.13 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.90 0.18 0.19 0.60 1.42 0.28 1.00 0.94 0.00 0.76 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.67 0.54 0.75 0.94 1.11 0.40 0.84 Total Network Performance Stop/Veh 1.49 Breezy Hill TIA EPR SimTraffic Report Page 1 37 SimTraffic Average Vehicle Stop Reports SimTraffic Performance Report 2023 Build wtih Signal Coordination PM 01/10/2020 1: Running Deer & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.00 1.00 0.04 2: Site Entrance & Rt 250 Performance by lane Lane EB EB WB NB All Movements Served T R LT LR Stop/Veh 0.00 0.00 0.02 1.00 0.05 3: Quarry/Rt 22 & Rt 250 Performance by lane Lane EB EB EB WB WB WB NB SB SB All Movements Served L T R L T R LTR LT R Stop/Veh 0.71 0.40 0.25 0.48 0.43 1.00 0.97 0.00 0.47 4: N Milton & Rt 250 Performance by lane Lane EB EB WB WB NB NB All Movements Served T R L T L R Stop/Veh 0.99 0.20 0.94 0.23 0.90 0.85 0.69 Total Network Performance Stop/Veh 1.10 Breezy Hill SimTraffic Report EPR Page 1 38 SimTraffic Travel Time Reports Arterial Level of Service 2023 No Build AM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 0.4 13.1 0.2 44 Quarry 3 4.9 12.4 0.1 27 N Milton 4 35.4 50.5 0.2 14 13 2.9 17.1 0.1 29 6 3.2 53.2 0.7 50 11 2.5 34.2 0.5 51 2 3.9 50.2 0.7 51 Running Deer 1 0.7 8.1 0.1 62 Total 53.9 238.8 2.6 40 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.5 12.4 0.2 53 2 0.3 9.3 0.1 54 11 1.5 48.3 0.7 53 6 1.6 33.3 0.5 52 13 4.7 53.0 0.7 50 N Milton 4 59.2 148.8 0.1 7 Rt 22 3 83.4 99.5 0.2 7 15 13.7 21.7 0.1 16 Total 164.8 426.3 2.7 28 Breezy Hill TIA EPR SimTraffic Report Page 1 39 SimTraffic Travel Time Reports Arterial Level of Service 2023 No Build PM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 10.8 24.6 0.2 25 Quarry 3 21.5 29.0 0.1 12 N Milton 4 49.3 78.4 0.2 11 13 2.8 17.1 0.1 29 6 5.2 55.0 0.7 48 11 3.8 35.5 0.5 49 2 5.9 52.5 0.7 49 Running Deer 1 1.0 8.3 0.1 60 Total 100.3 300.4 2.6 33 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.3 12.1 0.2 54 2 0.2 9.2 0.1 54 11 1.1 47.7 0.7 54 6 1.2 32.8 0.5 53 13 3.6 51.7 0.7 51 N Milton 4 6.0 16.4 0.1 30 Rt 22 3 29.3 44.3 0.2 16 15 6.7 14.6 0.1 23 Total 48.2 228.9 2.7 42 Breezy Hill EPR SimTraffic Report Page 1 40 SimTraffic Travel Time Reports Arterial Level of Service 2023 Build AM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 0.5 13.1 0.2 44 Quarry 3 5.0 12.5 0.1 27 N Milton 4 35.7 50.8 0.2 14 13 3.0 17.2 0.1 28 6 3.3 53.3 0.7 50 11 2.5 34.4 0.5 50 Site Entrance 2 2.9 41.0 0.7 62 Runnino Deer 1 0.7 9.1 0.1 55 Total 53.5 231.4 2.6 41 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.5 12.5 0.2 53 Site Entrance 2 0.8 9.2 0.1 54 11 2.0 48.4 0.7 53 6 1.7 33.3 0.5 52 13 5.4 53.4 0.7 49 N Milton 4 74.3 294.4 0.1 6 Rt 22 3 97.2 112.5 0.2 6 15 14.1 22.0 0.1 15 Total 196.0 585.7 2.7 26 Breezy Hill TIA EPR SimTraffic Report Page 1 Cy SimTraffic Travel Time Reports Arterial Level of Service 2023 Build PM Arterial Level of Service: EB Rt 250 01 /10/2020 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 54.4 209.0 0.2 9 Quarry 3 39.4 46.9 0.1 7 N Milton 4 62.4 120.4 0.2 9 13 2.8 17.1 0.1 29 6 5.3 55.0 0.7 48 11 3.8 35.5 0.5 49 Site Entrance 2 4.4 42.0 0.7 61 Running Deer 1 1.0 9.8 0.1 51 Total 173.4 535.8 2.6 27 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.3 12.2 0.2 54 Site Entrance 2 0.7 8.8 0.1 57 11 1.3 47.8 0.7 53 6 1.2 33.0 0.5 53 13 3.7 52.0 0.7 51 N Milton 4 6.7 18.0 0.1 28 Rt 22 3 31.8 46.7 0.2 15 15 7.0 15.0 0.1 23 Total 52.8 233.5 2.7 41 Breezy Hill EPR SimTraffic Report Page 1 EVA SimTraffic Travel Time Reports Arterial Level of Service 2023 Build wtih Signal Coordination AM 01/10/2020 Arterial Level of Service: EB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 0.5 13.1 0.2 44 Quarry 3 4.3 11.8 0.1 29 N Milton 4 26.7 41.8 0.2 16 13 2.6 16.9 0.1 29 6 3.1 52.9 0.7 50 11 2.3 34.2 0.5 51 Site Entrance 2 2.8 40.9 0.7 62 Runnino Deer 1 0.7 9.0 0.1 55 Total 42.9 220.8 2.6 43 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.5 12.4 0.2 53 Site Entrance 2 0.8 9.2 0.1 54 11 1.9 48.3 0.7 53 6 1.7 33.3 0.5 52 13 5.2 53.2 0.7 50 N Milton 4 61.2 136.7 0.1 7 Rt 22 3 86.1 101.3 0.2 7 15 13.8 21.7 0.1 16 Total 171.1 416.2 2.7 27 Breezy Hill TIA EPR SimTraffic Report Page 1 43 SimTraffic Travel Time Reports Arterial Level of Service 2023 Build wtih Signal Coordination PM 01/10/2020 Arterial Level of Service: EB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed 15 22.2 48.6 0.2 17 Quarry 3 22.8 35.3 0.1 11 N Milton 4 40.1 63.1 0.2 13 13 2.1 16.3 0.1 30 6 5.2 55.2 0.7 48 11 3.9 35.5 0.5 49 Site Entrance 2 4.5 41.9 0.7 61 Runnino Deer 1 0.9 9.8 0.1 51 Total 101.7 305.7 2.6 34 Arterial Level of Service: WB Rt 250 Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Running Deer 1 0.3 12.2 0.2 54 Site Entrance 2 0.7 8.9 0.1 57 11 1.3 47.6 0.7 54 6 1.2 32.9 0.5 53 13 3.8 51.9 0.7 51 N Milton 4 5.2 17.5 0.1 30 Rt 22 3 19.8 35.6 0.2 20 15 6.1 14.1 0.1 24 Total 38.5 220.7 2.7 44 Breezy Hill EPR SimTraffic Report Page 1 44