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ZMA201800006 Study 2018-09-27
EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 TO: AMMY GEORGE MEMORANDUM FROM: WE[ HE BILL WUENSCH, P.E., PTOE ORGANIZATION: ROUDABUSH GAYLE DATE: SEPTEMBER 12TH, 2018 ............................................................................. _ ....... _ PHONE NUMBER: (434) 979-81 21 SENDER'S REFERENCE NUMBER: RE: PROFFIT ROAD DEVELOPMENT YOUR REFERENCE NUMBER: TRAFFIC IMPACT AND ACCESS STUDY ❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE Proffit Road Development Traffic Impact and Access Study 1. Introduction This technical memorandum summarizes the results of a traffic impact and access analysis that explored the impacts of the proposed Proffit Road Development on the nearby intersections. The proposed Proffit Road Development is located northern side of Proffit Road, approximately 0.2 miles east from the intersection of Route 29 and Proffit Road in Albemarle County, Virginia. The proposed Proffit Road Development will, in maximum, consist of 109 residential units and will have only one regular site access that will connect to Proffit Road. Illustrations of the site vicinity, site location, and site conceptual plan are provided in Figures 1-3. Per the scope of work for this traffic impact and access study and the pre -scope of work meeting form, this study examined the following study intersections as illustrated in Figure 4. The analysis includes the existing conditions, 2023 no build conditions, and 2023 build conditions. 1. Route 29/Proffit Road; 2. Proffit Road/Worth Crossing (Leake Square); 3. Proffit Road/Pritchett Lane; 4. Proffit Road/Site. Per the pre -scope of work meeting form, crash history at the intersection of Proffit Road/Worth Crossing (Leake Square) were also examined as requested by the County. 2. Methodology Per the proposal for this traffic impact and access study and the pre -scope of work meeting form, the methodology of this analysis includes the followings: Field Review A field review in the weekday peak AM and PM periods was performed to observe the traffic operation which was utilized to evaluate the traffic operation model. EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Data Collection Traffic counts for the weekday AM and PM periods were obtained for the study intersections of Route 29/Proffit Road, Proffit Road/Worth Crossing (Leake Square), and Proffit Road/Pritchett Lane. The information regarding road and land use improvements that are currently under design or are approved within the study area was obtained from the County and VDOT. Signal timing data was obtained from VDOT for the intersection of Route 29/Proffit Road. Annual vehicle trip growth rate was coordinated in the pre -scope of work meeting and was determined as 2% per year. Traffic Volume Projection Per the pre -scope of work meeting form, as requested by VDOT and given the fact that the existing traffic counts at the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane were performed during summer when the schools were not in session, the existing traffic counts at the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane were compared to the traffic counts from a prior traffic study, Proffit Road at Route 29 Commercial Site — Access Permit Traffic Support, completed in September 2017 and the results showed that the counts needed to be factored up. The factoring rates were calculated per the comparison and the existing traffic volumes were calculated using the existing traffic counts and the factoring rates. 2023 no build traffic volumes were calculated from the existing traffic volumes and the annual vehicle trip growth rate. Site trips were calculated per the ITE Trip Generation Manual loth Edition and the existing travel patterns in the study area. 2023 build traffic volumes were calculated from the 2023 no build traffic volumes and the site trips. The calculation set was sent to and approved by VDOT prior to commencing with the traffic operation analysis. Traffic Operation Model Development The traffic operation model was developed and validated using aerial mapping, roadway geometry, signal timing data, existing traffic volumes, and field observations. Traffic Operation Anal The traffic operation analysis for the study intersections was completed using Synchro/SimTraffic 9.2, a computer -based traffic operation model that replicates procedures from the Highway Capacity Manual (HCM) (Transportation Research Board, 2000 and 2010). EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Turn Lane Warrant Anal VDOT turn lane warrants were evaluated for the proposed site entrance. The turn lane warrant forms per the VDOT Road Design Manual were examined in this study. Crash History Analysis VDOT Crash History Analysis was examined for the intersection of Proffit Road/Worth Crossing (Leake Square) as requested by the County. 3. Data Collection The following data was collected for the purposes of this analysis: Traffic Counts, Traffic counts for the intersection of Route 29/Proffit Road were obtained from a prior traffic study, Proffit Road at Route 29 Commercial Site —Access Permit Traffic Support, completed in September 2017. Traffic counts for the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane were performed on Tuesday, August 7th, 2018, when schools were not in session and no special event occurred. Traffic count documents are provided in Appendix A. Road/Land Use Improvement Information The information regarding road and land use improvements that are currently under design or are approved within the study area was obtained from the County and VDOT. There is no improvement that is applicable. The email chain with the information regarding road and land use improvements is provided in Appendix B. Signal Timing Data Signal timing data was obtained for the intersection of Route 29/Proffit Road from VDOT in a prior traffic study, Proffit Road at Route 29 Commercial Site —Access Permit Traffic Support, completed in September 2017. The signal timing data is provided in Appendix C. Annual Vehicle Trip Growth Rate Annual vehicle trip growth rate was coordinated in the pre -scope of work meeting and was determined as 2% per year. The pre -scope of work meeting form is provided in Appendix D. 4. Traffic Volume Projection Existiniz Traffic Counts Existing traffic counts as documented in Appendix A are illustrated in Figure 5. EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Existing Traffic Volumes Per the pre -scope of work meeting form, as requested by VDOT and given the fact that the existing traffic counts at the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane were performed during summer when the schools were not in session, the existing traffic counts at the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane were compared to the traffic counts from a prior traffic study, Proffit Road at Route 29 Commercial Site — Access Permit Traffic Support, completed in September 2017. The results showed that the counts need to be factored up. The factoring rates were calculated per the comparison and the existing traffic volumes were calculated using the existing traffic counts and the factoring rates. The factoring rates and the resulting existing traffic volumes are provided in Appendix E. The existing traffic volumes are illustrated in Figure 6. 2023 No Build Traffic Volumes 2% per year annual vehicle trip growth rate was applied to the existing traffic volumes as shown in Figure 6 resulting 2023 no build traffic volumes. 2023 no build traffic volumes are illustrated in Figure 7. Site Trip Generation The ITE Trip Generation Manual 10th Edition was utilized to calculate the site trip generation. Per the pre -scope of work meeting form, the proposed Proffit Road Development will, in maximum, consist of 109 residential units and VDOT requested for the results on the lane use with the highest trips generated. This analysis examined the residential land uses listed in the ITE Trip Generation Manual 10th Edition which fit with the site conceptual plan and determined that Land Use 220 Multifamily Housing (Low - Rise) is the land use that fits with the site conceptual plan and generates the highest trips. Table 1 below summarizes the land use, code, unit, and trips. Table 1 Site Trip Generation Land Use ITE Code Unit Daily AM PM Total In Out Total In Out Multifamily Low-rise 220 109 783 52 12 40 64 1 40 24 As indicated in Table 1, approximately 783 new daily trips, 52 new AM peak hour trips, and 64 new PM peak hour trips were estimated for the proposed Proffit Road Development. Site Trip Distribution and Assignment Site trip distribution was assumed consistent with the existing travel patterns to/from Pritchett Lane which also connects to a residential area. The estimated site trip distribution percentages are illustrated in Figure 8. 2 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 The estimated site trips shown in Table 1 were assigned to the roadway network per the site trip distribution. Site trip assignments are as illustrated in Figure 9. 2023 Build Traffic Volumes The site trips as illustrated in Figure 9 were added to the 2023 no build traffic volumes as illustrated in Figure 7 resulting 2023 build traffic volumes. 2023 build traffic volumes are illustrated in Figure 10. The calculation set including all traffic volume proiection has been sent to and approved by VDOT. 5. Traffic Operation Model Development The traffic operational analysis for the study intersections was completed using Synchro/SimTraffic 9.2. The traffic operations model was developed using aerial mapping, roadway geometry, signal timing data, and existing traffic volumes as shown in Figure 6. In the signal timing data document, different signal timing plans were listed. This analysis examined the signal timing plans #1, #2, and #3 as summarized from the signal timing data document (see below). The SimTraffic simulations with the signal timing plans #1, #2, and #3 were compared against the field observations. The observations found that the simulations using signal timing plans #1, #2, and #3 did not accurately reflect field conditions well, particularly as related to queuing on Proffit Road. In addition, two signal timing plans #4 and #5, which maintain the cycle lengths from the signal timing plans #1 and #2 but optimize the splits (see below) were also examined, and the results indicated that Optimized Splits Plan 1 simulated the existing AM traffic operation well and Optimized Splits Plan 2 simulated the existing PM traffic operation well. 1. Max 1 Plan (135 seconds cycle length with Max 1 splits); 2. Max 2 Plan (160 seconds cycle length with Max 2 splits); 3. Coordinated Plans (115/120/125/130 seconds cycle lengths with Coordinated Plans' splits); 4. Optimized Splits Plan 1 (135 seconds cycle length with optimized splits); 5. Optimized Splits Plan 2 (160 seconds cycle length with optimized splits). The traffic operation models utilizing Optimized Splits Plan 1 for the existing AM traffic operation and Optimized Splits Plan 2 for the existing PM traffic operation were validated using the travel time data collected in the field work per the requirement in the TOSAM — Version 1.0, Page 33, Table 5 Microsimulation Model Calibration Thresholds. The SimTraffic simulated travel time from the traffic operation models were output from SimTraffic and is provided in Appendix F. The field work collected travel time data is provided in Appendix G. 5 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Table 2 summarizes the simulated travel time from the traffic operation models versus the average field work collected travel time. As indicated in the comparison table, the difference between the simulated travel time from the traffic operation models and the average field work collected travel time falls into the minimum calibration threshold (±30%) as required in the TOSAM — Version 1.0, Page 33, Table S Microsimulation Model Calibration Thresholds. Table 2 Traffic Operation Model Validation AM AM (Average AM PM PM (Average PM Segments (Simulated) Collected) Difference (Simulated) Collected) Difference f30% * f30% Proffic EB: Rte 29 - Worth 15.9 s 17.2 s -7.6% 16.6 s 18 s -7.8% Crossing Proffic EB: Worth Crossing - 34.5 s 37.9 s -9.0% 34.6 s 43.5 s -20.5% Pritchett Lane Proffic WB: Pritchett Lane - 34.7 s 39.2 s -11.5% 34.4 s 40.5 s -15.1% Worth Crossing Proffic WB: Worth Crossing - 88.4 s 110 s -19.6% 92.9 s 77.1 s 20.5% Rte 29 *Per the TOSAM— Version 1.0, Page 33, Table S Microsimulation Model Calibration Thresholds, simulated travel time should be calibrated within f 30% of the average field collected travel time. 6. Traffic Operation Analysis Existing Conditions The validated traffic operation models utilizing Optimized Splits Plan 1 for the existing AM traffic operation and Optimized Splits Plan 2 for the existing PM traffic operation were used to analyze the existing traffic operation. The level of service, delay, and queue results are summarized in Table 3, and included in Appendix H (HCM Reports) and Appendix I (SimTraffic Queue Reports). As shown in Table 3, in the existing conditions: • The intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane operate at LOS A in both AM and PM peak hours and all movements operate at LOS C or better. • The queues at the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane are minimal. No queue exceeds the existing storage lane and the longest queue is 104 feet. • The intersection of Route 29/Proffit Road operates at LOS D in both AM and PM peak hours and approximately half of the movements operate at LOS E or worse. • The queues at the intersection of Route 29/Proffit Road are excessive. WBR, NBL, and SBL queues exceed the existing storage lanes and queues on many movements are longer than 400 feet. Co EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Table 3 Exis ing Traffic Operation Results Intersection Approach Movement Turn Storage Turn Taper Effective Storage AM PM LOS Delay Queue LOS Delay Queue Airport EB EBL 325 140 395 E 66.3 209 E 66.2 201 EBT - - - E 77 142 E 70.7 210 EBR 500 130 565 D 47.5 90 D 45.3 158 EB Overall - - - E 64.8 441 E 59.2 569 1. Rte 29/ Proffic WB WBL - - - E 57.5 252 E 69.5 240 WBT - - - D 50.1 336 E 59.3 404 WBR 50 0 50 D 49.5 72 E 57.8 64 WB Overall - - - D 52.5 660 E 61.8 708 Proffic (Signalized) Rte 29 NB NBL 255 380 445 E 62.5 300 E 59.9 444 NBT - - - D 38.6 421 D 37.1 638 NBR - - B 14.3 57 B 12.2 84 NB Overall - - - D 39.9 778 D 36.7 1166 Rte 29 SB SBL 255 250 380 D 46 379 E 69.1 379 SBT - - - C 30.6 614 C 30 735 SBR 400 220 510 B 10.8 285 B 12.8 385 SB Overall - - - C 31.3 1278 C 32.4 1499 Overall - - D 38.7 3157 D 39.9 3942 Proffic EB EBL/T - - - A 0.3 84 A 0.2 49 EBR 165 170 250 A 0 0 A 0 0 EB Overall - - - A 0.3 84 A 0.2 49 2. Proffic/ Worth Crossing Proffic WB WBL/T - - - A 1.5 95 A 1.8 104 WBR 100 120 160 A 0 0 A 0 0 WB Overall - - - A 1.5 95 A 1.8 104 (Unsignalized) Worth Cr NB NBL/T - - - C 22.3 82 C 23.1 87 NBR 120 240 240 B 10 61 B 11.2 60 NB Overall - - - C 16.6 143 C 17.2 147 Lcakc Sq SB SBL/T/R - - B 12.5 55 B 12.2 33 Overall - - A 3 377 A 3.8 333 Proffic EB EBL/T - - A 0.3 52 A 0.6 54 3. Proffic/ Proffic WB WBT/R - - - A 0 0 A 0 0 Pritchett Lane (Unsignalized) Pritchett Ln SB SBL/R - - - B 11.6 61 B 10.1 47 Overall - A 0.7 113 A 0.7 101 2023 No Build Conditions The validated traffic operation models utilizing Optimized Splits Plan 1 and Optimized Splits Plan 2 were used respectively to analyze 2023 no build AM and PM traffic operation with 2023 no build traffic volumes as shown in Figure 7. The level of service, delay, and queue results are summarized in Table 4, and included in Appendix H (HCM Reports) and Appendix I (SimTraffic Queue Reports). 7 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Table 4 2023 No Build Traffic Operation Results Intersection Approach Movement Turn Storage Turn Taper Effective Storage AM PM LOS Delay Queue LOS Delay Queue Airport EB EBL 325 140 395 E 70.8 214 E 77.2 215 EBT - - - F 80.3 175 F 83.8 270 EBR 500 130 565 D 49.3 98 D 50.3 159 EB Overall - - - E 68.4 487 E 68.4 644 1. Rte 29/ Proffic WB WBL - - - E 76.2 284 F 80.8 274 WBT - - - D 53.8 395 E 62.4 500 WBR 50 0 50 D 52.9 70 E 60.3 62 WB Overall - - - E 61.6 749 E 67.3 836 Proffic (Signalized) Rte 29 NB NBL 255 380 445 E 75.6 341 E 64.9 445 NBT - - - D 35.7 454 D 40.9 747 NBR - - B 13.3 71 B 12 98 NB Overall - - - D 39.5 866 D 40.3 1290 Rte 29 SB SBL 255 250 380 D 54.1 380 E 79.6 380 SBT - - - C 31.8 720 C 30.2 816 SBR 400 220 510 A 9.6 333 B 12.6 509 SB Overall - - - C 33.1 1433 C 33.7 1705 Overall - - D 40.7 3535 D 43.3 4475 Proffic EB EBL/T - - - A 0.3 88 A 0.2 73 EBR 165 170 250 A 0 0 A 0 0 EB Overall - - - A 0.3 88 A 0.2 73 2. Proffic/ Worth Crossing Proffic WB WBL/T - - - A 1.5 123 A 1.8 77 WBR 100 120 160 A 0 0 A 0 0 WB Overall - - - A 1.5 123 A 1.8 77 (Unsignalized) Worth Cr NB NBL/T - - - D 26.6 71 D 26.9 99 NBR 120 240 240 B 10.2 70 B 11.5 59 NB Overall - - - C 19 141 C 19.2 158 Leake Sq SB SBL/T/R - - B 13 56 B 12.8 31 Overall - - A 3.3 408 A 4.2 339 Proffic EB EBL/T - - - A 0.3 42 A 0.6 63 3. Proffic/ Proffic WB WBT/R - - - A 0 0 A 0 0 Pritchett Lane (Unsignalized) Pritchett Ln SB SBL/R - - - B 12.1 66 B 10.2 50 Overall - - A 0.7 108 A 0.7 113 As shown in Table 4, in 2023 no build conditions: • The intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane will operate at LOS A in both AM and PM peak hours and all movements will operate at LOS D or better. • The queues at the intersections of Proffit Road/Worth Crossing (Leake Square) and Proffit Road/Pritchett Lane will be minimal. No queue will exceed the existing storage lane and the longest queue will be 123 feet. EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 • The intersection of Route 29/Proffit Road will operate at LOS D in both AM and PM peak hours and more than half of the movements will operate at LOS E or worse. • The queues at the intersection of Route 29/Proffit Road are excessive. WBR, NBL, SBL, and SBR queues will exceed the existing storage lanes and queues on many movements will be longer than 400 feet. 2023 Build Conditions The validated traffic operation models utilizing Optimized Splits Plan 1 and Optimized Splits Plan 2 were used respectively to analyze 2023 build AM and PM traffic operation with 2023 build traffic volumes as shown in Figure 10. The level of service, delay, and queue results are summarized in Table 5, and included in Appendix H (HCM Reports) and Appendix I (SimTraffic Queue Reports). Table 5 2023 Build Traffic Operation Results Intersection Approach Movement Turn Storage Turn Taper Effective Storage AM PM LOS Delay Queue LOS Delay Queue Airport EB EBL 325 140 395 E 70.8 199 E 77.5 236 EBT - - - F 103.4 212 F 108.4 290 EBR 500 130 565 D 50.1 97 D 50.8 226 EB Overall - - - E 74.7 508 E 75.6 752 1. Rte 29/ Proffic WB WBL - - E 79 299 F 83.6 272 WBT - - - D 54.3 439 E 64.3 556 WBR 50 0 50 D 53.3 72 E 63.6 61 WB Overall - - - E 62.9 810 E 70.1 889 Proffic (Signalized) Rte 29 NB NBL 255 380 445 E 75.5 382 E 64.1 445 NBT - - - D 35.6 461 D 41.1 758 NBR - - - B 13 78 B 12.1 120 NB Overall - - - D 39.3 921 D 40.2 1323 Rte 29 SB SBL 255 250 380 D 54.4 380 E 78.2 380 SBT - - - C 31.2 690 C 30 807 SBR 400 220 510 A 9.4 247 B 12.5 467 SB Overall - - - C 32.7 1317 C 33.7 1654 Overall D 41.2 3556 D 44.4 4618 Proffic EB EBL/T - - - A 0.3 114 A 0.1 85 EBR 165 170 250 A 0 24 A 0 0 EB Overall - - - A 0.3 138 A 0.1 85 2. Proffic/ Worth Crossing Proffic WB WBL/T - - - A 1.5 100 A 1.8 100 WBR 100 120 160 A 0 0 A 0 0 WB Overall - - - A 1.5 100 A 1.8 100 (Unsignalized) Worth Cr NB NBL/T - - - D 29.3 81 D 30.8 120 NBR 120 240 240 B 10.3 74 B 12 85 NB Overall - - - C 20.5 155 C 21 205 Leake Sq SB SBL/T/R - - B 13.5 62 B 13.4 42 Overall - - A 3.4 455 A 4.4 432 I EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Proffic EB EBL/T - - A 0.3 47 A 0.6 59 3. Proffic/ Proffic wB WBT/R - - A 0 2 A 0 0 Pritchett Lane (Unsipalized) Pritchett Ln SB SBL/R - - B 12.2 62 B 10.2 55 Overall 06 - - - 0.7 111 A 0.7 114 Proffic EB EBL/T - - - A 0.3 49 A 0.6 64 4. Proffic/ Site Proffic wB WBT/R - - - A 0 0 A 0 0 (Unsipalized) Site SB SBL/R - - - B 12.6 46 B 10.6 33 Overall - - A 0.7 95 A 0.7 97 As shown in Table 5, in 2023 build conditions: • The intersections of Proffit Road/Worth Crossing (Leake Square), Proffit Road/Pritchett Lane, and Proffit Road/Site will operate at LOS A in both AM and PM peak hours and all movements will operate at LOS D or better. • The queues at the intersections of Proffit Road/Worth Crossing (Leake Square), Proffit Road/Pritchett Lane, and Proffit Road/Site will be minimal. No queue will exceed the existing storage lane and the longest queue will be 120 feet. • The intersection of Route 29/Proffit Road will operate at LOS D in both AM and PM peak hours and more than half of the movements will operate at LOS E or worse. • The queues at the intersection of Route 29/Proffit Road are excessive. WBR, NBL, SBL, and SBR queues will exceed the existing storage lanes and queues on many movements will be longer than 400 feet. Difference Between 2023 Build Conditions and 2023 No Build Conditions 2023 build traffic operation results were compared to 2023 no build traffic operation results. The comparison indicated that: In terms of level of service, traffic operation results in 2023 build conditions are the same as in 2023 no build conditions. In terms of delay, traffic operation results in 2023 build conditions are slightly longer than in 2023 no build conditions, but the difference is minimal. O All intersection overall delays are at or less than one second longer in 2023 build conditions than in 2023 no build conditions. O Delays for Route 29 NB and SB approaches are shorter in 2023 build conditions than in 2023 no build conditions. In terms of queue, traffic operation results in 2023 build conditions are slightly heavier than in 2023 no build conditions, but the difference is minimal. O The total of queues at the intersection of Route 29/Proffit Road are one vehicle more in AM peak hour and six vehicles more in PM peak hour. O The total of queues at the intersection of Proffit Road/Worth Crossing (Leake Square) are two vehicles more in AM peak hour and four vehicles more in PM peak hour. O The total of queues at the intersection of Proffit Road/Pritchett Lane are the same. Based on the minimal difference as analyzed above, this study concludes that the impact of the proposed Proffit Road Development on the study intersections is minimal. 10 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 7. Turn Lane Warrant Analysis VDOT turn lane warrants were evaluated for the proposed site entrance per the turn lane warrant forms in the VDOT Road Design Manual. Table 6 below summarizes the turn lane warrant analysis results. VDOT Road Design Manual turn lane warrant forms are provided in Appendix J. Table 6 Turn Lane Warrant Analysis Movement AM PM Proffit Road EBL at Site No Left Turn Lane Required Left Turn Lane Required Proffit Road WBR at Site No Turn Lanes or Tapers Required No Turn Lanes or Tapers Required As shown in Table 6, a 200 feet left turn lane with a 200 feet taper is warranted for the proposed site entrance. 8. Crash History Analysis Per the pre -scope of work meeting form, as requested by the County, this study examined the VDOT Crash History Analysis for the intersection of Proffit Road/Worth Crossing (Leake Square). Table 7 summarizes the crashes at the intersection of Proffit Road/Worth Crossing (Leake Square) in the past five years. Table 7 Crash History Summary at Proffit Road/Worth Crossing (Leake Square) Document# Crash Date Time Collision Type Crash Severity 140090025 8/20/2013 3PM TO 6PM 2. Angle B.Visible Injury 133245302 11/20/2013 6PM TO 9PM 2. Angle C.Non-visible In'ur 133535699 12/19/2013 3PM TO 6PM 2. Angle PDO.Pro e Damage Only 140495168 2/18/2014 9AM TO 12PM 1. Rear End B.Visible Injury 141385170 5/18/2014 3PM TO 6PM 2. Angle PDO.Property Damage Only 161385241 5/17/2016 9AM TO 12PM 3. Head On B.Visible In'ur 170395224 2/8/2017 12PM TO 3PM 2. Angle B.Visible In'ur 172765423 10/3/2017 6PM TO 9PM 2. Angle B.Visible In'ur 173125327 11/8/2017 9AM TO 12PM 1. Rear End PDO.Property Damage Onl 173215312 11/17/2017 12PM TO 3PM 2. Angle B.Visible Injury As shown in the table, there are ten crashes in total in the past five years. Five crashes are in the 2013- 2014 12-month period including four angle crashes and four crashes are in the 2017 12-month period including three angle crashes. Considering the crashes are moderate in amount and not consecutive through the vears. this studv recommends to keen monitoring the crash data at the intersection of Proffit Road/Worth Crossing (Leake Square) and do further crash analysis if the crashes indicate more crashes in amount or more consecutive through the years in the future. 11 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 9. Findings and Conclusions Based on the analysis in this study, the principal findings and conclusions are as followings: • The impact of the proposed Proffit Road Development on the study intersections is minimal. • A 200 feet left turn lane with a 200 feet taper is warranted for the proposed site entrance. The crashes at the intersection of Proffit Road/Worth Crossing (Leake Square) are moderate in amount and not consecutive through the years. This study recommends keep monitoring the crash data at the intersection of Proffit Road/Worth Crossing (Leake Square) and do further crash analysis if the crashes indicate more crashes in amount or more consecutive through the years in the future. End of Memorandum Attachments — Figures Figure 1 Site Vicinity Figure 2 Site Location Figure 3 Conceptual Plan Figure 4 Study Intersections Figure 5 Existing Traffic Counts Figure 6 Existing Traffic Volumes Figure 7 2023 No Build Traffic Volumes Figure 8 Site Trip Distribution Figure 9 Site Trip Assignment Figure 10 2023 Build Traffic Volumes Appendices Appendix A Traffic Count Documents Appendix B Road/Land Use Improvement Information Appendix C Signal Timing Data Document Appendix D Pre -scope of Work Meeting Form Appendix E Factoring Rates and Resulting Existing Traffic Volumes Appendix F Existing SimTraffic Travel Time Reports Appendix G Field Work Collected Travel Time Data Appendix H Synchro HCM Reports Appendix I SimTraffic Queue Reports Appendix J VDOT Road Design Manual Turn Lane Warrant Forms 12 . i`-'�� 1I11�L' , Nr[ ?� r �1.+�+aki �y!�t' ,e,�`'F. �. f x y,. t�• � .�a41:. a -.: - �,_ f -fig A f�T •,. •� �t �h.�'f� sa -�4�Z�1'yti'���°jr�'-`�!Y # �.. . .'?ty��'�=.. .5 -, .:A�rY •;y d P- :46 Y f.�N AWN f r fir! {-'f � }• — f1 't 6y .. � �;. l . - '. � - � A center . a1i ..'r t� r ft �r � w,� - - l .fie ;' �' is � �f�+fin�r�iv-� -- w _. pi. •.':2. zAv • r C?�+i�� �7 :�, �hAa�- ��t r � '- t - v`�5,��1 ,ly.. a: ;4%„�'. � ��"-''.i'.r •a �'�' : 'k,..:�• �1�: " . i �➢'S� x : ���'.�r�•� r��,'=Pya� ��, i`- PW "; . 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CN _;_ • ffit Rd Airport Rd US 29 Leake Square }}} f�. :�:r _ 4�_- .. .;.�•, � �!'•••�` . -,ram:. � `-.�.y.M1�r Ak 247(345) s _.. x ' *AIN, • Worth Crossing � k-A- It lk A. ir.K, . •r tir . tip. 4 • .. , _ `� � , r , � •- � � � 1 11 11 11 �11 Pritchett Lane Site Entrance 11 1 w.. 162(144) Proffit Rd -d Airport Rd r;11111116n k� - • _' i- L US • _ Leake Square 1 x 88(118) LLI LL •W ��! ..� 1�.. Worth• •Liz k-A- le •. fT. ...._ ,I If + .4 _ .-gyp. _•� •C a^ r r}_--., i} . . r.r i �/-� , •���'-::-..V �_ `q fit' � •4�.V �' �' `~lyy� � ..y '�R,�•9T•'' f -. -4 r- tir . tip. 4 • IN 1 11 11 11 �11 35(34) 1 1 00 25(24) Proffit Rd_;_ Proffit Rd A) k1h,Airport Rd 1 1 - rid . - 1 1 ' —NO- 0(0) Leake Square 1 I .rt .. _� '� .gay* JT •E • • ftk% . Lsw# • - { � .RAIN,fik117 RAIN, LL Worth Crossing • y;L• �. n*��y�s�V� �•�� funWin!' Nj - i - - --- .'� y �• � �' ice. � r�•l { A4 _ ir.K, . •r Yy tir .tip. 4 • .. , - _ REPO'. Leake Square VIP.y�,�,,�,� .. •r _ �-�± .4,e C�y� 'TF"••i.`... -;fir:.:k. �•:+d� _.�i-`,� n�� aaa - • .R �a. •� . yrY . . 1 1 Worth Crossing 17 AV � k-A-- 41W- va rAfAL MA • y;L• �. n*��y�s�V� �•�� � { , J. Win!' � 7 � �'YR � �! � • v _ ir.K, . •r tir .tip. 4 • .. , _ } 11 ' 1l 1 11 11 11 �11 I t• _1` ;as z 1 -• or -+Y - - 1 . . 1 Airport Rd -- � r 64(188) Leake Square kA— ° ... 1 :1 Worth Crossing +.. r n r-R 11 I 4� % ice•. �. Liz 0 kA- i� F Air •r + 9j .'}• ♦ List _•'.;�� ,i �, � r}_- �-.. !}� L All, Jf`. •� 11.1 '' - I as .-. - ••"�e EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendices EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix A Traffic Count Documents Peggy Malone & Associates (888) 247-8602 File Name : 1-Route 29 and Proffit Rd AM Site Code Start Date : 8/29/2017 Page No : 1 Groups Printed- Car Route 29 Proffit Rd Route 29 Airport Rd Southbound Westbound Northbound Eastbound start Tlrlle Right Thru I Left Utuma App. Total Right Th. Left Uturns App. Total Right Th. I Left Uturns App. Total Right Thru Left Utu ms App. Total Int. Total 07:00 AM 24 362 44 0 430 25 10 22 0 57 15 191 18 2 226 8 9 26 0 43 756 07:15 AM 25 371 54 0 450 35 8 25 0 68 29 247 27 4 307 11 6 28 0 45 870 07:30 AM 25 359 63 0 447 44 6 36 0 86 24 233 36 7 300 14 19 35 0 68 901 07:45 AM 26 335 56 0 417 66 16 41 0 123 31 248 68 2 349 17 23 32 0 72 961 Total 100 1427 217 0 1744 170 40 124 0 334 99 919 149 15 1182 50 57 121 0 228 3488 08:00 AM 34 357 43 0 434 46 17 37 0 100 20 215 43 5 283 14 16 33 0 63 880 08:15 AM 32 355 37 0 424 24 19 22 0 65 16 228 43 1 288 22 9 22 1 54 831 08:30 AM 33 369 47 0 449 31 9 28 0 68 15 203 36 0 254 27 17 21 1 66 837 08:45 AM 37 331 49 0 417 28 12 32 0 72 11 205 52 6 274 14 13 18 1 46 809 Total 136 1412 176 0 1724 129 57 119 0 305 62 851 174 12 1099 77 55 94 3 229 3357 Grand Total 236 2839 393 0 3468 299 97 243 0 639 161 1770 323 27 2281 127 112 215 3 457 6845 Apprch % 6.8 81.9 11.3 0 46.8 15.2 38 0 7.1 77.6 14.2 1.2 27.8 24.5 47 0.7 Total % 3.4 41.5 5.7 0 50.7 4.4 1.4 3.6 0 9.3 2.4 25.9 4.7 0.4 33.3 1.9 1.6 3.1 0 6.7 Route 29 Southbound Proffit Rd Westbound Route 29 Northbound Airport Rd Eastbound Start Time I Right I Thru I Left I App. Total Right I Thin I Left I App. Total Ri t I Thru I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM Int. Total 07:15 AM 25 371 54 450 35 8 25 68 29 247 27 303 11 6 28 45 866 07:30 AM 25 359 63 447 44 6 36 86 24 233 36 293 14 19 35 68 894 07:45 AM 26 335 56 417 66 16 41 123 31 248 68 347 17 23 32 72 959 08:00 AM 34 357 43 434 46 17 37 100 20 215 43 278 14 16 33 63 875 Total Volume 110 1422 216 1748 191 47 139 377 104 943 174 1221 56 64 128 248 3594 % App. Total 6.3 81.4 12.4 50.7 12.5 36.9 8.5 77.2 14.3 22.6 25.8 51.6 PHF .809 .958 .857 .971 .723 .691 .848 .766 .839 .951 .640 .880 .824 .696 .914 .861 .937 Peggy Malone & Associates (888) 247-8602 File Name : 1-Route 29 and Proffit Rd AM Site Code Start Date : 8/29/2017 Page No : 1 Groups Printed- Truck Route 29 Proffit Rd Route 29 Airport Rd Southbound Westbound Northbound Eastbound start Tllrie Right Thm Left Utwns App. Total Right Th. Left Utwms App. Total Right Th. Left Utwms App. Total Right Thru Left Utwns App. Total Int. Total 07:00 AM 0 4 0 0 4 3 0 1 0 4 1 9 1 0 11 0 0 0 0 0 19 07:15 AM 2 18 1 0 21 1 1 4 0 6 1 7 0 0 8 0 0 1 0 1 36 07:30 AM 1 15 4 0 20 1 1 0 0 2 1 15 1 0 17 0 1 1 0 2 41 07:45 AM 0 19 0 0 19 5 0 2 0 7 0 19 4 0 23 0 0 1 0 1 50 Total 3 56 5 0 64 10 2 7 0 19 3 50 6 0 59 0 1 3 0 4 146 08:00 AM 0 14 0 0 14 4 0 2 0 6 3 12 3 0 18 2 1 1 0 4 42 08:15 AM 3 18 0 0 21 1 0 3 0 4 1 14 0 0 15 1 1 1 0 3 43 08:30 AM 2 17 0 0 19 0 1 0 0 1 1 13 0 0 14 6 1 1 0 8 42 08:45 AM 3 23 1 0 27 0 0 0 0 0 0 13 1 0 14 0 0 2 0 2 43 Total 8 72 1 0 81 5 1 5 0 11 5 52 4 0 61 9 3 5 0 17 170 Grand Total 11 128 6 0 145 15 3 12 0 30 8 102 10 0 120 9 4 8 0 21 316 Apprch % 7.6 88.3 4.1 0 50 10 40 0 6.7 85 8.3 0 42.9 19 38.1 0 Total % 3.5 40.5 1.9 0 45.9 4.7 0.9 3.8 0 9.5 2.5 32.3 3.2 0 38 2.8 1.3 2.5 0 6.6 Route 29 Southbound Proffit Rd Westbound Route 29 Northbound Airport Rd Eastbound Start Tune I Right I Thro I Left I App. Total Right I Thru I Left I App. Total Right I Thro I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM Iot. Total 07:45 AM 0 19 0 19 5 0 2 7 0 19 4 23 0 0 1 1 50 08:00 AM 0 14 0 14 4 0 2 6 3 12 3 18 2 1 1 4 42 08:15 AM 3 18 0 21 1 0 3 4 1 14 0 15 1 1 1 3 43 08:30 AM 2 17 0 19 0 1 0 1 1 13 0 14 6 1 1 8 42 Total Volume 5 68 0 73 10 1 7 18 5 58 7 70 9 3 4 16 177 % App. Total 6.8 93.2 0 55.6 5.6 38.9 7.1 82.9 10 56.2 18.8 25 PHF .417 .895 .000 .869 .500 .250 .583 .643 .417 .763 .438 .761 .375 .750 1.00 .500 .885 Peggy Malone & Associates (888) 247-8602 File Name : 1-Route 29 and Proffit Rd AM Site Code Start Date : 8/29/2017 Page No : 1 Groups Printed- Combined Route 29 Proffit Rd Route 29 Airport Rd Southbound Westbound Northbound Eastbound start Tlme Right Thru I Left Utuma App. Total Right Th. Left Uturns App. Total Right Th. I Left Uturns App. Total Right Thru Left Utu ms App. Total Int. Total 07:00 AM 24 366 44 0 434 28 10 23 0 61 16 200 19 2 237 8 9 26 0 43 775 07:15 AM 27 389 55 0 471 36 9 29 0 74 30 254 27 4 315 11 6 29 0 46 906 07:30 AM 26 374 67 0 467 45 7 36 0 88 25 248 37 7 317 14 20 36 0 70 942 07:45 AM 26 354 56 0 436 71 16 43 0 130 31 267 72 2 372 17 23 33 0 73 1011 Total 103 1483 222 0 1808 180 42 131 0 353 102 969 155 15 1241 50 58 124 0 232 3634 08:00 AM 34 371 43 0 448 50 17 39 0 106 23 227 46 5 301 16 17 34 0 67 922 08:15 AM 35 373 37 0 445 25 19 25 0 69 17 242 43 1 303 23 10 23 1 57 874 08:30 AM 35 386 47 0 468 31 10 28 0 69 16 216 36 0 268 33 18 22 1 74 879 08:45 AM 40 354 50 0 444 28 12 32 0 72 11 218 53 6 288 14 13 20 1 48 852 Total 144 1484 177 0 1805 134 58 124 0 316 67 903 178 12 1160 86 58 99 3 246 3527 Grand Total 247 2967 399 0 3613 314 100 255 0 669 169 1872 333 27 2401 136 116 223 3 478 7161 Apprch % 6.8 82.1 11 0 46.9 14.9 38.1 0 7 78 13.9 1.1 28.5 24.3 46.7 0.6 Total % 3.4 41.4 5.6 0 50.5 4.4 1.4 3.6 0 9.3 2.4 26.1 4.7 0.4 33.5 1.9 1.6 3.1 0 6.7 Route 29 Southbound Proffit Rd Westbound Route 29 Northbound Airport Rd Eastbound Start Time I Right I Thru I Left I App. Total Right I Thin I Left I App. Total Ri t I Thru I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM Int. Total 07:15 AM 27 389 55 471 36 9 29 74 30 254 27 311 11 6 29 46 902 07:30 AM 26 374 67 467 45 7 36 88 25 248 37 310 14 20 36 70 935 07:45 AM 26 354 56 436 71 16 43 130 31 267 72 370 17 23 33 73 1009 08:00 AM 34 371 43 448 50 17 39 106 23 227 46 296 16 17 34 67 917 Total Volume 113 1488 221 1822 202 49 147 398 109 996 182 1287 58 66 132 256 3763 % App. Total 6.2 81.7 12.1 50.8 12.3 36.9 8.5 77.4 14.1 22.7 25.8 51.6 PHF .831 .956 .825 .967 .711 .721 .855 .765 .879 .933 .632 .870 .853 .717 .917 .877 .932 Peggy Malone & Associates (888) 247-8602 File Name : 1-Route 29 and Proffit Rd PM Site Code Start Date : 8/29/2017 Page No : 1 Groups Printed- Car Route 29 Proffit Rd Route 29 Airport Rd Southbound Westbound Northbound Eastbound start Tlrne Right Thru I Left Utums App. Total Right Th. Left Uturns App. Total Right I Th. I Left Utu ma App. Total Right Thru Left Utmm App. Total Int. Total 04:00 PM 30 305 39 0 374 36 11 21 0 68 32 283 26 6 347 29 23 23 0 75 864 04:15 PM 48 318 45 0 411 39 19 29 0 87 39 295 41 12 387 29 15 32 0 76 961 04:30 PM 51 318 43 0 412 44 21 36 0 101 46 340 43 7 436 41 31 33 0 105 1054 04:45 PM 49 354 40 0 443 46 14 30 0 90 28 339 41 8 416 32 23 37 0 92 1041 Total 178 1295 167 0 1640 165 65 116 0 346 145 1257 151 33 1586 131 92 125 0 348 3920 05:00 PM 27 279 37 0 343 47 22 25 0 94 43 371 36 6 456 53 28 40 0 121 1014 05:15 PM 34 286 44 0 364 48 34 38 0 120 41 327 26 4 398 42 31 37 1 111 993 05:30 PM 40 256 35 0 331 43 22 37 0 102 34 340 27 4 405 35 22 40 1 98 936 05:45 PM 26 217 28 1 272 38 15 25 0 78 49 341 29 11 430 29 8 33 1 71 851 Total 127 1038 144 1 1310 176 93 125 0 394 167 1379 118 25 1689 159 89 150 3 401 3794 Grand Total 305 2333 311 1 2950 341 158 241 0 740 312 2636 269 58 3275 290 181 275 3 749 7714 Apprch % 10.3 79.1 10.5 0 46.1 21.4 32.6 0 9.5 80.5 8.2 1.8 38.7 24.2 36.7 0.4 Total % 4 30.2 4 0 38.2 4.4 2 3.1 0 9.6 4 34.2 3.5 0.8 42.5 3.8 2.3 3.6 0 9.7 Route 29 Southbound Proffit Rd Westbound Route 29 Northbound Airport Rd Eastbound Start Time I Right I Thru I Left I App. Total Right I Thin I Left I App. Total Ri t I Thru I Left I App. Total Right I Thin I Left I App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM Int. Total 04:30 PM 51 318 43 412 44 21 36 101 46 340 43 429 41 31 33 105 1047 04:45 PM 49 354 40 443 46 14 30 90 28 339 41 408 32 23 37 92 1033 05:00 PM 27 279 37 343 47 22 25 94 43 371 36 450 53 28 40 121 1008 05:15 PM 34 286 44 364 48 34 38 120 41 327 26 394 42 31 37 110 988 Total Volume 161 1237 164 1562 185 91 129 405 158 1377 146 1681 168 113 147 428 4076 % App. Total 10.3 79.2 10.5 45.7 22.5 31.9 9.4 81.9 8.7 39.3 26.4 34.3 PHF .789 .874 .932 .881 .964 .669 .849 .844 .859 .928 .849 .934 .792 .911 .919 .884 .973 Peggy Malone & Associates (888) 247-8602 File Name : 1-Route 29 and Proffit Rd PM Site Code Start Date : 8/29/2017 Page No : 1 Groups Printed- Truck Route 29 Proffit Rd Route 29 Airport Rd Southbound Westbound Northbound Eastbound start Tllrie Right Thm Left Utwns App. Total Right Th. Left Utwns App. Total Right Th. Left Utwns App. Total Right Thru Left Utwns App. Total Int. Total 04:00 PM 1 12 2 0 15 0 0 0 0 0 2 9 0 0 11 1 0 1 0 2 28 04:15 PM 2 18 0 0 20 1 1 0 0 2 1 14 0 0 15 1 0 2 0 3 40 04:30 PM 3 9 2 0 14 2 1 1 0 4 1 9 0 0 10 1 0 0 0 1 29 04:45 PM 1 8 4 0 13 1 0 0 0 1 0 4 1 0 5 0 0 0 0 0 19 Total 7 47 8 0 62 4 2 1 0 7 4 36 1 0 41 3 0 3 0 6 116 05:00 PM 1 6 1 0 8 0 0 1 0 1 0 3 0 0 3 1 1 1 0 3 15 05:15 PM 0 15 2 0 17 0 2 0 0 2 0 13 0 0 13 1 0 2 0 3 35 05:30 PM 0 3 1 0 4 0 0 0 0 0 0 9 0 0 9 0 1 0 0 1 14 05:45 PM 1 5 0 0 6 0 0 0 0 0 0 7 1 0 8 1 1 0 0 2 16 Total 2 29 4 0 35 0 2 1 0 3 0 32 1 0 33 3 3 3 0 9 80 Grand Total 9 76 12 0 97 4 4 2 0 10 4 68 2 0 74 6 3 6 0 15 196 Apprch % 9.3 78.4 12.4 0 40 40 20 0 5.4 91.9 2.7 0 40 20 40 0 Total % 4.6 38.8 6.1 0 49.5 2 2 1 0 5.1 2 34.7 1 0 37.8 3.1 1.5 3.1 0 7.7 Route 29 Southbound Proffit Rd Westbound Route 29 Northbound Airport Rd Eastbound Start Time I Right I Thro I Left I App. Total Right I Thru I Left I App. Total Right I Thro I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM Iot. Total 04:00 PM 1 12 2 15 0 0 0 0 2 9 0 11 1 0 1 2 28 04:15 PM 2 18 0 20 1 1 0 2 1 14 0 15 1 0 2 3 40 04:30 PM 3 9 2 14 2 1 1 4 1 9 0 10 1 0 0 1 29 04:45 PM 1 8 4 13 1 0 0 1 0 4 1 5 0 0 0 0 19 Total Volume 7 47 8 62 4 2 1 7 4 36 1 41 3 0 3 6 116 % App. Total 11.3 75.8 12.9 57.1 28.6 14.3 9.8 87.8 2.4 50 0 50 PHF .583 .653 .500 .775 .500 .500 .250 .438 .500 .643 .250 .683 .750 .000 .375 .500 .725 Peggy Malone & Associates (888) 247-8602 File Name : 1-Route 29 and Proffit Rd PM Site Code Start Date : 8/29/2017 Page No : 1 Groups Printed- Combined Route 29 Proffit Rd Route 29 Airport Rd Southbound Westbound Northbound Eastbound start Tlme Right Thru I Left Uturns App. Total Right Th. Left Uturns App. Total Right I Th. I Left Utuma App. Total Right Thru Left Utmm App. Total Int. Total 04:00 PM 31 317 41 0 389 36 11 21 0 68 34 292 26 6 358 30 23 24 0 77 892 04:15 PM 50 336 45 0 431 40 20 29 0 89 40 309 41 12 402 30 15 34 0 79 1001 04:30 PM 54 327 45 0 426 46 22 37 0 105 47 349 43 7 446 42 31 33 0 106 1083 04:45 PM 50 362 44 0 456 47 14 30 0 91 28 343 42 8 421 32 23 37 0 92 1060 Total 185 1342 175 0 1702 169 67 117 0 353 149 1293 152 33 1627 134 92 128 0 354 4036 05:00 PM 28 285 38 0 351 47 22 26 0 95 43 374 36 6 459 54 29 41 0 124 1029 05:15 PM 34 301 46 0 381 48 36 38 0 122 41 340 26 4 411 43 31 39 1 114 1028 05:30 PM 40 259 36 0 335 43 22 37 0 102 34 349 27 4 414 35 23 40 1 99 950 05:45 PM 27 222 28 1 278 38 15 25 0 78 49 348 30 11 438 30 9 33 1 73 867 Total 129 1067 148 1 1345 176 95 126 0 397 167 1411 119 25 1722 162 92 153 3 410 3874 Grand Total 314 2409 323 1 3047 345 162 243 0 750 316 2704 271 58 3349 296 184 281 3 764 7910 Apprch % 10.3 79.1 10.6 0 46 21.6 32.4 0 9.4 80.7 8.1 1.7 38.7 24.1 36.8 0.4 Total % 4 30.5 4.1 0 38.5 4.4 2 3.1 0 9.5 4 34.2 3.4 0.7 42.3 3.7 2.3 3.6 0 9.7 Route 29 Southbound Proffit Rd Westbound Route 29 Northbound Airport Rd Eastbound Start Time I Right I Thru I Left I App. Total Right I Thin I Left I App. Total Ri t I Thru I Left I App. Total Right I Thin I Left I App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM Int. Total 04:30 PM 54 327 45 426 46 22 37 105 47 349 43 439 42 31 33 106 1076 04:45 PM 50 362 44 456 47 14 30 91 28 343 42 413 32 23 37 92 1052 05:00 PM 28 285 38 351 47 22 26 95 43 374 36 453 54 29 41 124 1023 05:15 PM 34 301 46 381 48 36 38 122 41 340 26 407 43 31 39 113 1023 Total Volume 166 1275 173 1614 188 94 131 413 159 1406 147 1712 171 114 150 435 4174 % App. Total 10.3 79 10.7 45.5 22.8 31.7 9.3 82.1 8.6 39.3 26.2 34.5 PHF .769 .881 .940 .885 .979 .653 .862 .846 .846 .940 .855 .945 .792 .919 .915 .877 .970 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Leake Square Site Code : 00873332 Start Date : 8/7/2018 Page No : 1 (4rni inc Prin#ari_ Paccannar Vah _ Tri irkc Leake Square Proffit Worth Crossing Proffit From North From East From South From West Start Time Right Thru I Left Peds App. Total Right Thru Left I Peds App. Total Right Thru I Left I Peds App. Total Right I Thru I Left I Peds App. Total Int. Total 07:00 AM 1 0 0 0 1 0 47 6 0 53 7 0 5 0 12 13 29 3 0 45 111 07:15 AM 4 1 2 0 7 3 53 8 0 64 13 1 4 0 18 8 37 1 0 46 135 07:30 AM 1 1 0 0 2 2 61 8 0 71 9 1 11 0 21 11 32 4 0 47 141 07:45 AM 4 0 1 0 5 3 61 13 0 77 6 2 14 0 22 14 39 4 0 57 161 Total 10 2 3 0 15 8 222 35 0 265 35 4 34 0 73 46 137 12 0 195 548 08:00 AM 4 0 0 0 4 0 61 7 0 68 14 1 6 0 21 14 50 5 0 69 162 08:15 AM 1 0 0 0 1 0 47 22 0 69 8 0 7 0 15 11 38 4 0 53 138 08:30 AM 1 0 1 0 2 0 62 13 0 75 5 2 8 0 15 16 43 0 0 59 151 08:45 AM 2 0 0 0 2 1 48 8 0 57 11 0 8 0 19 11 36 4 0 51 129 Total 8 0 1 0 9 1 218 50 0 269 38 3 29 0 70 52 167 13 0 232 580 *** BREAK *** 04:00 PM 4 2 1 0 7 0 47 8 0 55 12 0 6 0 18 9 74 2 0 85 165 04:15 PM 4 0 1 0 5 0 50 13 0 63 19 1 12 0 32 19 80 1 0 100 200 04:30 PM 1 0 1 0 2 0 41 4 0 45 15 2 14 0 31 16 87 2 0 105 183 04:45 PM 4 2 0 0 6 0 33 9 0 42 13 0 14 0 27 27 70 2 0 99 174 Total 13 4 3 0 20 0 171 34 0 205 59 3 46 0 108 71 311 7 0 389 722 05:00 PM 4 2 0 0 6 0 58 22 0 80 15 0 14 0 29 29 72 2 0 103 218 05:15 PM 4 1 0 0 5 0 56 16 0 72 24 0 24 0 48 21 71 3 0 95 220 05:30 PM 5 1 0 0 6 1 31 13 0 45 16 0 14 0 30 32 60 9 0 101 182 05:45 PM 1 0 0 0 1 0 35 10 0 45 18 1 15 0 34 12 55 2 0 69 149 Total 14 4 0 0 18 1 180 61 0 242 73 1 67 0 141 94 258 16 0 368 769 Grand Total 45 10 7 0 62 10 791 180 0 981 205 11 176 0 392 263 873 48 0 1184 2619 Apprch % 72.6 16.1 11.3 0 1 80.6 18.3 0 52.3 2.8 44.9 0 22.2 73.7 4.1 0 Total % 1.7 0.4 0.3 0 2.4 0.4 30.2 6.9 0 37.5 7.8 0.4 6.7 0 15 10 33.3 1.8 0 45.2 Passenger Veh 37 10 7 0 54 10 763 178 0 951 203 11 173 0 387 262 852 38 0 1152 2544 % Passenger Veh 82.2 100 100 0 87.1 100 96.5 98.9 0 96.9 99 100 98.3 0 98.7 99.6 97.6 79.2 0 97.3 97.1 Trucks 8 0 0 0 8 0 28 2 0 30 2 0 3 0 5 1 21 10 0 32 75 % Trucks 17.8 0 0 0 12.9 0 3.5 1.1 0 3.1 1 0 1.7 0 1.3 0.4 2.4 20.8 0 2.7 2.9 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Leake Square Site Code : 00873332 Start Date : 8/7/2018 Page No :2 Leake Square From North Proffit From East Worth Crossing From South Proffit From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM Int. Total 07:45 AM 4 0 1 0 5 3 61 13 0 77 6 2 14 0 22 14 39 4 0 57 161 08:00 AM 4 0 0 0 4 0 61 7 0 68 14 1 6 0 21 14 50 5 0 69 162 08:15 AM 1 0 0 0 1 0 47 22 0 69 8 0 7 0 15 11 38 4 0 53 138 08:30 AM 1 0 1 0 2 0 62 13 0 75 5 2 8 0 15 16 43 0 0 59 151 Total Volume 10 0 2 0 12 3 231 55 0 289 33 5 35 0 73 55 170 13 0 238 612 % App. Total 83.3 0 16.7 0 1 79.9 19 0 45.2 6.8 47.9 0 23.1 71.4 5.5 0 PHF .625 .000 .500 .000 .600 .250 .931 .625 .000 .938 .589 .625 .625 .000 .830 .859 .850 .650 .000 .862 .944 Passenger Veh 6 0 2 0 8 3 222 54 0 279 32 5 34 0 71 55 163 11 0 229 587 % Passenger Veh 60.0 0 100 0 66.7 100 96.1 98.2 0 96.5 97.0 100 97.1 0 97.3 100 95.9 84.6 0 96.2 95.9 Trucks 4 0 0 0 4 0 9 1 0 10 1 0 1 0 2 0 7 2 0 9 25 % Trucks 40.0 0 0 0 33.3 0 3.9 1.8 0 3.5 3.0 0 2.9 0 2.7 0 4.1 15.4 0 3.8 4.1 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Leake Square Site Code : 00873332 Start Date : 8/7/2018 Page No : 3 Leake Square Out In Total 19 8 A 6 0 2 0 4 0 0 0 101 01 2 0 Right Thru Left Peds Peak Hour Data f00N � �N V _. O W CD W V t�J1 OD Peak Hour Begins at 07:45 AM ~2 N _0 a L � '�� Passenger Veh Trucks � 8 � N co v O N N j + O O O N d A A 0 O J N ID d N 000 AO� O) - T Left Thru Ri ht Peds 34 5 32 0 1 0 1 0 351 5 331 0 1101 73 183 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Leake Square Site Code : 00873332 Start Date : 8/7/2018 Page No : 4 Leake Square Proffit Worth Crossing Proffit From North From East From South From West Start Time Right I Thru Left Peds I App. Total Right Thru LeftI Peds I App. Total Right I Thru Left FPeds App. Total Right Thru F Left Peds I App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Perak Hnur fnr Fntira Intarsactinn RPnins nt 04.3n PM 04:30 PM 1 0 1 0 2 0 41 4 0 45 15 2 14 0 31 16 87 2 0 105 183 04:45 PM 4 2 0 0 6 0 33 9 0 42 13 0 14 0 27 27 70 2 0 99 174 05:00 PM 4 2 0 0 6 0 58 22 0 80 15 0 14 0 29 29 72 2 0 103 218 05:15 PM 4 1 0 0 5 0 56 16 0 72 24 0 24 0 48 21 71 3 0 95 220 Total Volume 13 5 1 0 19 0 188 51 0 239 67 2 66 0 135 93 300 9 0 402 795 % App. Total 68.4 26.3 5.3 0 0 78.7 21.3 0 49.6 1.5 48.9 0 23.1 74.6 2.2 0 PHF .813 .625 .250 .000 .792 .000 .810 .580 .000 .747 .698 .250 .688 .000 .703 .802 .862 .750 .000 .957 .903 Passenger Veh 13 5 1 0 19 0 179 51 0 230 67 2 65 0 134 93 294 8 0 395 778 % Passenger Veh 100 100 100 0 100 0 95.2 100 0 96.2 100 100 98.5 0 99.3 100 98.0 88.9 0 98.3 97.9 Trucks 0 0 0 0 0 0 9 0 0 9 0 0 1 0 1 0 6 1 0 7 17 % Trucks 0 0 0 0 0 0 4.8 0 0 3.8 0 0 1.5 0 0.7 0 2.0 11.1 0 1.7 2.1 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Leake Square Site Code : 00873332 Start Date : 8/7/2018 Page No : 5 Leake Square Out In Total 10 19 A2911 1 13 5 1 0 0 0 0 0 131 51 1 0 Right Thru Left Peds Peak Hour Data NIN I-0) w 0 000 � 4io o 0 O North M r v N c �� Peak Hour Begins at 04:30 PM 3 ~2 _0 Cl) o 4. 1 a � � o� Passenger Veh Trucks r o n O N N j + O O O N o 0 N d d 4-1 T Left Thru Ri ht Peds 65 2 67 0 1 0 0 0 661 2 671 0 12824 149 135 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Pritchett Site Code : 00871114 Start Date : 8/7/2018 Page No : 1 (4rni inc Prin#ari_ Paccannar Vah _ Tri irkc Pritchett Proffit Proffit From North From East From South From West Start Time Right Thru I Left Peds App. Total Right Thru Left I Peds App. Total Right Thru Left I Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 6 0 3 0 9 0 41 0 0 41 0 0 0 0 0 0 31 4 0 35 85 07:15 AM 6 0 1 0 7 1 57 0 0 58 0 0 0 0 0 0 50 1 0 51 116 07:30 AM 11 0 0 0 11 0 57 0 0 57 0 0 0 0 0 0 41 0 0 41 109 07:45 AM 6 0 1 0 7 0 64 0 0 64 0 0 0 0 0 0 37 3 0 40 111 Total 29 0 5 0 34 1 219 0 0 220 0 0 0 0 0 0 159 8 0 167 421 08:00 AM 6 0 1 0 7 1 58 0 0 59 0 0 0 0 0 0 59 5 0 64 130 08:15 AM 9 0 1 0 10 0 60 0 0 60 0 0 0 0 0 0 48 2 0 50 120 08:30 AM 7 0 2 0 9 0 65 0 0 65 0 0 0 0 0 0 49 1 0 50 124 08:45 AM 4 0 2 0 6 0 50 0 0 50 0 0 0 0 0 0 40 3 0 43 99 Total 26 0 6 0 32 1 233 0 0 234 0 0 0 0 0 0 196 11 0 207 473 *** BREAK *** 04:00 PM 5 0 0 0 5 1 47 0 0 48 0 0 0 0 0 0 74 10 0 84 137 04:15 PM 6 0 2 0 8 0 57 0 0 57 0 0 0 0 0 0 83 10 0 93 158 04:30 PM 5 0 1 0 6 0 36 0 0 36 0 0 0 0 0 0 88 7 0 95 137 04:45 PM 2 0 0 0 2 1 35 0 0 36 0 0 0 0 0 0 76 6 0 82 120 Total 18 0 3 0 21 2 175 0 0 177 0 0 0 0 0 0 321 33 0 354 552 05:00 PM 5 0 0 0 5 0 72 0 0 72 0 0 0 0 0 0 75 8 0 83 160 05:15 PM 10 0 0 0 10 0 62 0 0 62 0 0 0 0 0 0 81 7 0 88 160 05:30 PM 0 0 0 0 0 0 42 0 0 42 0 0 0 0 0 0 53 10 0 63 105 05:45 PM 2 0 0 0 2 0 34 0 0 34 0 0 0 0 0 0 59 18 0 77 113 Total 17 0 0 0 17 0 210 0 0 210 0 0 0 0 0 0 268 43 0 311 538 Grand Total 90 0 14 0 104 4 837 0 0 841 0 0 0 0 0 0 944 95 0 1039 1984 Apprch % 86.5 0 13.5 0 0.5 99.5 0 0 0 0 0 0 0 90.9 9.1 0 Total % 4.5 0 0.7 0 5.2 0.2 42.2 0 0 42.4 0 0 0 0 0 0 47.6 4.8 0 52.4 Passenger Veh 84 0 14 0 98 4 813 0 0 817 0 0 0 0 0 0 925 93 0 1018 1933 % Passenger Veh 93.3 0 100 0 94.2 100 97.1 0 0 97.1 0 0 0 0 0 0 98 97.9 0 98 97.4 Trucks 6 0 0 0 6 0 24 0 0 24 0 0 0 0 0 0 19 2 0 21 51 % Trucks 6.7 0 0 0 5.8 0 2.9 0 0 2.9 0 0 0 0 0 0 2 2.1 0 2 2.6 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Pritchett Site Code : 00871114 Start Date : 8/7/2018 Page No :2 Pritchett From North Proffit From East From South Proffit From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 07:45 AM Int. Total 07:45 AM 6 0 1 0 7 0 64 0 0 64 0 0 0 0 0 0 37 3 0 40 111 08:00 AM 6 0 1 0 7 1 58 0 0 59 0 0 0 0 0 0 59 5 0 64 130 08:15 AM 9 0 1 0 10 0 60 0 0 60 0 0 0 0 0 0 48 2 0 50 120 08:30 AM 7 0 2 0 9 0 65 0 0 65 0 0 0 0 0 0 49 1 0 50 124 Total Volume 28 0 5 0 33 1 247 0 0 248 0 0 0 0 0 0 193 11 0 204 485 % App. Total 84.8 0 15.2 0 0.4 99.6 0 0 0 0 0 0 0 94.6 5.4 0 PHF .778 .000 .625 .000 .825 .250 .950 .000 .000 .954 .000 .000 .000 .000 .000 .000 .818 .550 .000 .797 .933 Passenger Veh 24 0 5 0 29 1 239 0 0 240 0 0 0 0 0 0 186 9 0 195 464 % Passenger Veh 85.7 0 100 0 87.9 100 96.8 0 0 96.8 0 0 0 0 0 0 96.4 81.8 0 95.6 95.7 Trucks 4 0 0 0 4 0 8 0 0 8 0 0 0 0 0 0 7 2 0 9 21 % Trucks 14.3 0 0 0 12.1 0 3.2 0 0 3.2 0 0 0 0 0 0 3.6 18.2 0 4.4 4.3 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Pritchett Site Code : 00871114 Start Date : 8/7/2018 Page No : 3 Pritchett Out In Total 10 29 39 2 4 6 12 45 24 0 5 0 4 0 0 0 281 01 5 0 Right Thru Left Peds Peak Hour Data a0�01 f6 In N r ON � �� ♦ � �! O O O M 0 1- CO2 North °D " 3 N ~ PO Peak Hour Begins at 07:45 AM � a, w v ao 0 o trn-� Passenger Veh Trucks N N O N N j i O O O N o 0 0 A A d A W N a o0o rncn — Left Thru Ri ht Peds 0 0 0 0 0 0 0 0 01 0 01 0 go 0 0 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Pritchett Site Code : 00871114 Start Date : 8/7/2018 Page No : 4 Pritchett From North Proffit From East From South Proffit From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total 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 Beoins at 04:30 PM Int. Total 04:30 PM 5 0 1 0 6 0 36 0 0 36 0 0 0 0 0 0 88 7 0 95 137 04:45 PM 2 0 0 0 2 1 35 0 0 36 0 0 0 0 0 0 76 6 0 82 120 05:00 PM 5 0 0 0 5 0 72 0 0 72 0 0 0 0 0 0 75 8 0 83 160 05:15 PM 10 0 0 0 10 0 62 0 0 62 0 0 0 0 0 0 81 7 0 88 160 Total Volume 22 0 1 0 23 1 205 0 0 206 0 0 0 0 0 0 320 28 0 348 577 % App. Total 95.7 0 4.3 0 0.5 99.5 0 0 0 0 0 0 0 92 8 0 PHF .550 .000 .250 .000 .575 .250 .712 .000 .000 .715 .000 .000 .000 .000 .000 .000 .909 .875 .000 .916 .902 Passenger Veh 21 0 1 0 22 1 197 0 0 198 0 0 0 0 0 0 317 28 0 345 565 Passenger Veh 95.5 0 100 0 95.7 100 96.1 0 0 96.1 0 0 0 0 0 0 99.1 100 0 99.1 97.9 Trucks 1 0 0 0 1 0 8 0 0 8 0 0 0 0 0 0 3 0 0 3 12 % Trucks 4.5 0 0 0 4.3 0 3.9 0 0 3.9 0 0 0 0 0 0 0.9 0 0 0.9 2.1 Data Collection Group LSmith@DataCollectionGroup.net File Name : Proffit and Pritchett Site Code : 00871114 Start Date : 8/7/2018 Page No : 5 Pritchett Out In Total 29 22 51 0 1 1 29 2 52 21 0 1 0 1 0 0 0 221 01 1 0 Right Thru Left Peds Peak Hour Data aJ M F F MN N 00000 N N C� O j W 0 ° f _ M N 2 rlortn W M M M M M �� Peak Hour Begins at 04:30 PM ~2 0 ao v 0 0 0 _ 25 4�i5 a Passenger Veh Trucks r �000 �0r E + O N N L't O O O N OCDN � n a Left Thru Ri ht Peds 0 0 0 0 0 0 0 0 01 0 01 0 go 0 0 Out In Total EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix B Road/Land Use Improvement Information 9/6/2018 Mail - wei.he@epr-pc.com FW: TIA for Proffit Road (Apartments near Pritchett Lane) William Wuensch Mon 8/13/2018 2:35 PM To:Wei He <wei.he@epr-pc.com>; From: Adam Moore <adam.moore@vdot.virginia.gov> Sent: Monday, August 13, 2018 1:57 PM To: William Wuensch <w.wuensch@epr-pc.com> Subject: Re: TIA for Proffit Road (Apartments near Pritchett Lane) Not that I can think of. On Mon, Aug 13, 2018 at 12:25 PM William Wuensch <w.wuensch@epr-pc.com> wrote: Hi Kevin and Adam, We are doing a TIA for the subject project. Are you aware of any approved and pending development, beyond just what we will apply as background growth percentage, in the area there that we need to account for?? Seems you all already met with the Roudabush civil team (Ammy George — cc'd) so I am playing catchup a little on this one. Thanks, Bill Bill Wuensch, P.E., PTOE Principal/ Transportation Engineer EPRPc 902 East Jcffcrson Street, Suite 101 Charlottesville, VA 22902 (434) 202-5082 (tele) (804) 647-7700 (cell) w.wuensch@fpL-pc.co www.epr-pc.com Adam J. Moore, P.E. I Assistant Resident Engineer — Land Use VDOT - Charlottesville Residency 701 VDOT Way I Charlottesville I VA main 434.422.9782 https://outlook.office365.com/owa/?realm=epr-pc.com&exsvurl=1 &II-cc=1033&modurl=0&path=/mail/search 1 /1 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix C Signal Timing Data Document SEPAC ECOM All Data 6i7i2017 2:58:19PM Intersection Name: 29/649 Airport Rd. Intersection Alias: 02103 Access Data 1 :1200/1312 Baud Access Code: 9999 Channel: Address: 1 3 :9600 Baud Revision: 3.57b 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-Gm 1-Inact 1-Inact 1-Inact 4-Grn 1-Inact 1-Inact 0-None 0-None 0-None 0-None 0-None 0-None 0-None 0-None PHASE DATA Vehical Basic Timings Misc Timings Pedestrian Timings Walk Alt Actuated Min All Green Yellow Walk Offset Bike Bike Ped Alt Ped Flash Ext Rest in Phase Green Passage Maxl Max2 Yellow Red Delay Delay Off Mode Green Psg Walk Clr Walk Clr Walk Ped Clr Walk Phase Data Bank: 1 1 5 3.0 25 30 3.8 4.3 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 2 15 4.5 55 50 4.7 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 3 5 3.0 20 30 3.1 6.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 4 5 3.0 30 50 5.1 1.6 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 5 5 3.0 30 30 3.8 4.5 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 6 15 4.5 55 50 4.6 1.1 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 7 5 3.0 20 30 4.1 6.4 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 8 5 3.0 30 50 4.0 1.6 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 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 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 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 Phase Data Bank: 2 1 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 2 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 3 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 4 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 5 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 6 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 7 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 8 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 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 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 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 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 Phase Data Bank: 3 1 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 2 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 3 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No Page 1 of 24 4 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 5 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 6 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 7 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 8 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 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 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 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 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 Phase Data Bank: 4 1 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 2 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 3 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 4 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 5 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 6 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 0 No 0 No 7 10 4.0 25 30 4.0 1.0 0 0 0 0-Advance 0 0.0 0 0 0 No 0 No 8 15 5.0 35 50 4.0 1.0 0 0 0 0-Advance 0 0.0 7 8 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 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 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 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 Density Timings General Control Miscellaneous No Special Sequence Time Car Time Last Simu Added Max 134 134 To Min Non -Act Veh Ped 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 Phase Data Bank: 1 1 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 2 0.0 0 0 0 0 0.0 None Min None 0 No No No No No 0 0 0 3 0.0 0 0 0 0 0.0 None None None 0 Yes No No No No 0 0 0 4 0.0 0 0 0 0 0.0 None None None 0 Yes Yes No No No 0 0 0 5 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 6 0.0 0 0 0 0 0.0 None Min None 0 No No No No No 0 0 0 7 0.0 0 0 0 0 0.0 None None None 0 Yes No No No No 0 0 0 8 0.0 0 0 0 0 0.0 None None None 0 Yes Yes No No No 0 0 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 0 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 None None 0 No No No No No 0 0 0 16 0.0 0 0 0 0 0.0 None None None 0 1 No No No No No 0 0 0 Page 2 of 24 Phase Data Bank: 2 1 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 2 0.0 0 0 0 0 0.0 NonActI None None 0 No No No No No 0 0 0 3 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 4 0.0 0 0 0 0 0.0 NonActll None None 0 No No No No No 0 0 0 5 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 6 0.0 0 0 0 0 0.0 NonActI None None 0 No No No No No 0 0 0 7 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 8 0.0 0 0 0 0 0.0 NonActll None None 0 No No No No No 0 0 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 0 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 None None 0 No No No No No 0 0 0 16 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 Phase Data Bank: 3 l 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 2 0.0 0 0 0 0 0.0 NonActI None None 0 No No No No No 0 0 0 3 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 4 0.0 0 0 0 0 0.0 NonActll None None 0 No No No No No 0 0 0 5 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 6 0.0 0 0 0 0 0.0 NonActI None None 0 No No No No No 0 0 0 7 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 8 0.0 0 0 0 0 0.0 NonActll None None 0 No No No No No 0 0 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 0 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 None None 0 No No No No No 0 0 0 16 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 Phase Data Bank: 4 1 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 2 0.0 0 0 0 0 0.0 NonActI None None 0 No No No No No 0 0 0 3 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 4 0.0 0 0 0 0 0.0 NonActII None None 0 No No No No No 0 0 0 5 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 6 0.0 0 0 0 0 0.0 NonActI None None 0 No No No No No 0 0 0 7 0.0 0 0 0 0 0.0 None None None 0 No No No No No 0 0 0 8 0.0 0 0 0 0 0.0 NonActll None None 0 No No No No No 0 0 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 0 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 1 None None None 0 No No No No No 0 0 0 Page 3 of 24 16 0.0 0 0 0 0 0.0 None None None 0 1 No No No No No 1 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:2 5 Veh 0 0.0 0 Default Data Veh Det:4 5 Veh 0 0.0 0 Default Data Veh Det:5 4 Veh 0 0.0 0 Veh Det:6 4 Veh 0 0.0 0 Veh Det:7 4 Veh 0 0.0 0 Veh Det:9 7 Veh 0 0.0 0 Veh Det:10 7 Veh 0 0.0 0 Veh Det:11 8 Veh 0 0.0 0 Veh Det:12 8 Veh 0 0.0 0 Veh Det:13 2 Veh 0 0.0 0 Veh Det:14 6 Veh 0 0.0 0 Veh Det:15 2 Veh 0 0.0 0 Veh Det:16 6 Veh 0 0.0 0 Page 4 of 24 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 I/O Modes: ABC Input(Entry) Modes: 7 ABC Output(O/STS) Modes: 0 Remote Flash Test A = Flash No Flash Flash Phase Entry Exit LoadSwitch Color Alternate 2 Yes Yes 1 Red No 6 Yes Yes 2 Yellow No 3 Red No 4 Red No 5 Red No 6 Yellow No 7 Red No 8 Red No 9 Red No 10 Red No 12 Red No Overlaps Overlaps A B C D E F G H I J K L M N O P Phase(s) 4 6 2 5 7 3 Start Green I IOverlaps A B C D E F G H I J K L M N O P Phase(s) Stop Green Yel Overlaps A B C D E F G H I J K L M 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 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 Ring Phase(s) Next 1 2 3 4 5 6 7 8 9 10 11 Phase Ring Phase 1 2 3 4 1 1 3 3 9 1 1 1 1 2 5 5 7 7 2 2 4 4 2 1 1 3 Cd o a 6 6 8 8 5 6 7 8 3 4 U 4 1 1 5 2 6 6 2 7 7 2 8 8 2 5 12 13 14 15 16 1 1 1 1 1 Page 5 of 24 Alternate Sequences Port 1 Data Ph. Pair 1 Ph. Pair 2 Ph. Pair 3 Ph. Pair 4 Alt. Seq. 1 1/2 Alt. Seq. 2 3/4 Alt. Seq. 3 1/2 3/4 Alt. Seq. 4 5/6 Alt. Seq. 5 1/2 5/6 Alt. Seq. 6 3/4 5/6 Alt. Seq. 7 1/2 3/4 5/6 Alt. Seq. 8 7/8 Alt. Seq. 9 1/2 7/8 Alt. Seq. 3/4 7/8 Alt. Seq. 1/2 3/4 7/8 Alt. Seq. 5/6 7/8 Alt. Seq. 1/2 5/6 7/8 Alt. Seq. 3/4 5/6 7/8 Alt. Seq. 1/2 3/4 5/6 7/8 BIU Port Basic Addr Status Det Default Data Message 40 Page 6 of 24 Load Red Type Red Arg Yellow Type Yellow Arg Green Type Green Arg Switch 1 1 - Phase Vehicle 1 Red 1 - Phase Vehicle 1 Yellow 1 - Phase Vehicle 1 Green 2 2 - Phase Vehicle 2 Red 2 - Phase Vehicle 2 Yellow 2 - Phase Vehicle 2 Green 3 3 - Phase Vehicle 3 Red 3 - Phase Vehicle 3 Yellow 3 - Phase Vehicle 3 Green 4 4 - Phase Vehicle 4 Red 4 - Phase Vehicle 4 Yellow 4 - Phase Vehicle 4 Green 5 5 - Phase Vehicle 5 Red 5 - Phase Vehicle 5 Yellow 5 - Phase Vehicle 5 Green 6 6 - Phase Vehicle 6 Red 6 - Phase Vehicle 6 Yellow 6 - Phase Vehicle 6 Green 7 7 - Phase Vehicle 7 Red 7 - Phase Vehicle 7 Yellow 7 - Phase Vehicle 7 Green 8 8 - Phase Vehicle 8 Red 8 - Phase Vehicle 8 Yellow 8 - Phase Vehicle 8 Green 9 18 - Phase Pedestrian 2 Don't Walk 18 - Phase Pedestrian 2 Ped Clear 18 - Phase Pedestrian 2 Walk 10 20 - Phase Pedestrian 4 Don't Walk 20 - Phase Pedestrian 4 Ped Clear 20 - Phase Pedestrian 4 Walk 11 22 - Phase Pedestrian 6 Don't Walk 22 - Phase Pedestrian 6 Ped Clear 22 - Phase Pedestrian 6 Walk 12 24 - Phase Pedestrian 8 Don't Walk 24 - Phase Pedestrian 8 Ped Clear 24 - Phase Pedestrian 8 Walk 13 33 - Overlap A Red 33 - Overlap A Yellow 33 - Overlap A Green 14 34 - Overlap B Red 34 - Overlap B Yellow 34 - Overlap B Green 15 35 - Overlap C Red 35 - Overlap C Yellow 35 - Overlap C Green 16 36 - Overlap D Red 36 - Overlap D Yellow 36 - Overlap D Green 17 17 - Phase Pedestrian 1 Don't Walk 17 - Phase Pedestrian 1 Ped Clear 17 - Phase Pedestrian 1 Walk 18 19 - Phase Pedestrian 3 Don't Walk 19 - Phase Pedestrian 3 Ped Clear 19 - Phase Pedestrian 3 Walk 19 21 - Phase Pedestrian 5 Don't Walk 21 - Phase Pedestrian 5 Ped Clear 21 - Phase Pedestrian 5 Walk 20 23 - Phase Pedestrian 7 Don't Walk 23 - Phase Pedestrian 7 Ped Clear 23 - Phase Pedestrian 7 Walk 21 0 - None None 0 - None None 0 - None None 22 0 - None None 0 - None None 0 - None None 23 0 - None None 0 - None None 0 - None None 24 0 - None None 0 - None None 0 - None None 25 0 - None None 0 - None None 0 - None None 26 0 - None None 0 - None None 0 - None None 27 0 - None None 0 - None None 0 - None None 28 0 - None None 0 - None None 0 - None None P2P Sources Unit Bank: ID Peer IP Timeout PeerName Peer Functions Unit Bank: ID Peer ID Source Functio Source Index Input Function Input Index Fail State Page 7 of 24 Coordination Data General Coordination Data Operation Mode: 1=Auto Coordination Mode: 1=Yield Maximun Mode: O=Inhibit Correction Mode: 3=Short Way Plus Offset Mode: O=Beg Grn Force Mode: 1=Cycle Max Dwell Time: 0 Yield Period: 0 Manual Dial: 1 Manual Split: 1 Manual Offset: 1 Dial/Split Cycle 1/1 115 2/1 125 2/2 120 3/1 130 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 25 O=Actuated 2 59 1=Coordinate 3 17 O=Actuated 4 14 O=Actuated 5 16 O=Actuated 6 68 1=Coordinate 7 18 O=Actuated 8 13 O=Actuated Dial 2 / Split 1 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 22 O=Actuated 2 60 1=Coordinate 3 24 O=Actuated 4 19 O=Actuated 5 18 O=Actuated 6 64 1=Coordinate 7 17 O=Actuated 8 26 O=Actuated Dial 2 / Split 2 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 21 O=Actuated 2 60 1=Coordinate 3 21 O=Actuated 4 18 O=Actuated 5 15 O=Actuated 6 66 1=Coordinate 7 17 O=Actuated 8 22 O=Actuated Dial 3 / Split 1 Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode Ph. Splits Ph. Mode 1 22 O=Actuated 2 68 1=Coordinate 3 21 O=Actuated 4 19 O=Actuated 5 15 O=Actuated 6 75 1=Coordinate 7 17 O=Actuated 8 23 O=Actuated Page 8 of 24 affic Plan Data 2/1/1 2/2/1 3/1/1 Offset Time: 4 Alternat Sequence: 6 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 Offset Time: 42 Alternat Sequence: 6 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 Offset Time: 52 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 Offset Time: 98 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 Page 9 of 24 Ian: 3/1/2 Offset Time: 4 Alternat Sequence: 0 Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Timc: 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: 0 Min: 1 Day 1 2 3 4 5 6 7 End of Daylight Saving Month: 11 Week: 1 1 2 3 4 5 6 7 0 Data PHASE FUNCTION Event Day 1 1 Time 0:0 D/S/O flash 0/0/4 1 ❑ 2 ❑ 3 ❑ 4 5 ❑ ❑ 6 7 ❑ ❑ 8 ❑ 9 ❑ 10 11 ❑ ❑ 12 ❑ 13 14 ❑ ❑ 15 ❑ 16 ❑ 2 1 6:0 1/l/1 ❑ ❑ ❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 3 1 10:0 2/l/1 ❑ ❑ ❑ El El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4 1 14:0 3/l/1 ❑ ❑ ❑ El El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 5 1 16:0 3/1/2 ❑ ❑ ❑ El El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 6 1 17:40 3/l/1 ❑ ❑ ❑ El El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 7 1 19:0 2/2/ 1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 8 1 23:0 0/0/4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ AUX. Events Det. Det. Det. Program Aux Ouputs Diag. Rpt. Mult100 Special Function Outputs went Day Hour Min. 1 2 3 D1 D2 D3 Dimmin 1 2 3 4 5 6 7 8 ❑❑❑ ❑❑ ❑ ❑ ❑❑❑❑❑❑❑❑ default Data - No Special Day(s) or Week(s) Programmed Page 10 of 24 :)n SFl SF2 SF3 SF4 SF5 SF6 SF7 SF8 SF9 SF10 SFll SF12 SF13 SF14 SF15 SF16 1 Function 1 El❑ [:] [:] [:] E:]E:] E:] E:] E:I EI E:] ❑❑ ❑ 1 Function 2 ❑❑ El El 1:1 1:1 1:1 1:1 1:1 1:1 El 1:1 ❑ ❑ ❑ 1 Function 3 EIEI ❑ EIEI EIE] El l:] [:] [:] ❑❑ ❑ 1 Function 4 1:11:1 El El El EIEI El EI E1 D E]❑❑ ❑ 1 Function 5 [:IEI EI EI❑ EIEI EI EI EI El E:I❑❑ ❑ 1 Function 6 E:]E:] E:] E:] E:I ❑❑ E:] E:] E:I EI E:] ❑ ❑ ❑ 1 Function 7 EIEI El El El ❑❑ 1:1 1:1 1:1 El [::] ❑ ❑ ❑ 1 Function 8 E]EI E] EI E] EIEI ❑ EI [:] D E:] ❑ ❑ ❑ Adaptive Split ❑❑ El El El EIE1 El EI E1 [::] ❑ ❑ ❑ PH PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 Phase 1 Max2 ❑ ❑ EIEI ❑ ❑ ❑ ❑ ❑ PF10 ❑ PF11 ❑ PF12 ❑ PF13 ❑ PF14 ❑ PF15 ❑ PF16 ❑ Phase 2 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 3 Max2 ❑ ❑ ❑X ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 4 Max2 ❑ ❑ ❑ ❑X ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 5 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 6 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 7 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑X ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase 8 Max2 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Phase Omit Phase 1 Phase Omit Phase 2 Phase Omit Phase 3 Phase Omit Phase 4 Phase Omit Phase 5 Phase Omit Phase 6 Phase Omit Phase 7 Phase Omit hase 8 Phase Omit PF1 El El El El PF2 PF3 PF4 PF5 PF6 PF7 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF8 PF9 ❑ ❑X ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF10 ❑ ❑X ❑ ❑ ❑ ❑ ❑ PF11 ❑ ❑ ❑ ❑ ❑ ❑ ❑ PF12 ❑ ❑ ❑ ❑X ❑ ❑ ❑ PF13 ❑ ❑ ❑ ❑ X❑ ❑ ❑ PF14 ❑ ❑ ❑ ❑ ❑ X❑ ❑ PF15 ❑ ❑ ❑ ❑ ❑ ❑ ❑X PF16 X led Omit PF1 PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PFll PF12 PF13 PF14 PF15 PF16 ❑❑❑❑❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ eh Det Coord ReSvc PH PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PF13 PF14 PF15 PF16 ❑ ❑❑❑❑ El El El El El El El El El❑ unction Phase Recall PF1 PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PFll PF12 PF13 PF14 PF15 P1716 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ Page 11 of 24 Phase Min Recall PH PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PHI PF12 PF13 PF14 PF15 PF16 El El El El El El El eh Det Ped Recall PH PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PHI PF12 PF13 PF14 PF15 PF16 El El [::][::] El El El El El El El El El El El El eh Det Bike Recall PH PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PFll PF12 PF13 PF14 PF15 PF16 El El EJE:1 El El El eh Det Switch Omit PF1 P172 PF3 PF4 PF5 PF6 PF7 P178 PF9 PF10 PF11 PF12 PF13 PF14 PF15 PF16 El El EJE:1 El El El El El El El El El El El El eh Det Switch Now PF1 PF2 PH PF4 PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PF13 PF14 PF15 PF16 El El E:]E:l El El El eh Det Switch Also PH PF2 PH PF4 PF5 PF6 PF7 PF8 PF9 PF10 PHI PF12 PF13 PF14 PF15 PF16 El F71 El El F71 F] El El El El El El El El El El Function o0000000a o o o o o a of Dimming Data Default Data - No Dimming Programmed Lane Defination Lanes Name Green Yellow Red Green Yellow Inbound Inbound Inbound Outbound Outbound Data - Lane Defination Preemption Data ,eneral Preemption Data lash > Preempt 1 Preempt 2 = Preempt 3 Preempt 4 = Preempt 5 ,-eempt 1 > Preempt 2 Preempt 3 = Preempt 4 Preempt 5 = Preempt 6 Preempt Timers Non- Link to Ext Dura Max Lock- Min Min Debo Gat Select ext Ped Track Return Dwell Ped a Locking Preempt Delay end tion Call Out Green Walk unce end Clear Yel Red Grn Ped Yel Red Green Clear Yel Red 1 No 0 0 0 0 0 0 0 0 0 0 0 40 20 0 0 40 20 0 0 40 20 2 Yes 0 0 0 0 0 1 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 3 Yes 0 0 0 0 0 1 0 0 0 0 0 40 20 0 0 40 20 5 0 40 20 4 Yes 0 0 0 0 0 1 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 20 Page 12 of 24 Preempt 1 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 Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls 2 Yes No 3 Yes No 4 Yes No 1 Yes No 1 No Yes 5 Yes No 8 Yes No 7 Yes No 6 Yes No 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Priority Timers Prio Non- Del Ext Free Free Min No LockLock Max Pre- Excl-co Transit Overlap rity Locking ay end Dial SplitGreen Lock out out A out Green g Green Recall Svc. Phase Signal Type Blankout 1 No 0 0 4 4 0 0 0 0 1 0 0-None No 0-None,O-No Output 0-None,O-No Output 2 No 0 0 4 4 0 0 0 0 1 0 0-None No 0-None,O-No Output 0-None,O-No Output 3 No 0 0 4 4 0 0 0 0 1 0 0-None No 0-None,O-No Output 0-None,O-No Output 4 No 0 0 4 4 0 0 0 0 1 0 0-None No 0-None,O-No Output 0-None,O-No Output 5 No 0 0 4 4 0 0 0 0 1 0 0-None No 0-None,O-No Output 0-None,O-No Output 6 No 0 0 4 4 0 0 0 0 1 0 0-None No 0-None,O-No Output 0-None,O-No Output Priority Detector Channel Priority Detector Channel Priority Detector Channel Priority Detector Channel Priority Detector Channel Priority Detector Channel Priority Detector Channels 1 1A 2A 3A 4A 5A 6A B C X 0 0 0 0 0 0 0 0 0 2 1A 2A 3A 4A 5A 6A B C X 0 0 0 0 0 0 0 0 0 1A 2A 3A 4A 5A 6A B C X 0 0 0 0 0 0 0 0 0 4 1A 2A 3A 4A 5A 6A B C X 0 0 0 0 0 0 0 0 0 4I 1A 2A 3A 4A 5A 6A B C X 0 0 0 0 0 0 0 0 0 11 1A 2A 3A 4A 5A 6A B C X 0 0 0 0 0 0 0 0 0 Page 13 of 24 Priority Fixed Phases Priority 1 Co -Phase QJ-Phase Priority Co -Phase QJ-Phase Priority Co -Phase QJ-Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority 4 Co -Phase QJ-Phase Priority Co -Phase QJ-Phase Priority Co -Phase QJ-Phase 1 2 3 4 5 7 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Legend: 0 1 CO -PHASE FALSE TRUE QJ-PHASE Page 14 of 24 Priority Bank Priority 1 Priority Bank : 1 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 2 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 3 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 15 of 24 Priority Bank : 4 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority 2 Priority Bank : 1 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 2 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 3 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 16 of 24 Priority Bank : 4 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority 3 Priority Bank : 1 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 2 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 3 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 17 of 24 Priority Bank : 4 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority 4 Priority Bank : 1 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 2 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 3 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 18 of 24 Priority Bank : 4 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority 5 Priority Bank : 1 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 2 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 3 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 19 of 24 Priority Bank : 4 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority 6 Priority Bank : 1 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 2 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Priority Bank : 3 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Level 0 Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 20 of 24 Priority Bank : 4 Level 0 Partial Priority Alt Seq 0 Alt Seq Enabled False Min Walk 0 Exit Call Phase Omit Ped Omit Recovery Full Priority Freq. Override False Ped skip 0 Force full Priority False Frequency 0 Freq. Level 1-Partial Recovery Method 0-Normal Return 0-Cycle PedWait 0 PedOverride 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Codes: 0 X FALSE TRUE Priority : 1 Priority Bank : 1 Queu Phase Detector Time Default data Priority Bank : 2 Queu Phase Detector Time Default data Priority Bank : 3 Queu Phase Detector Time Default data Priority Bank : 4 Queu Phase Detector Time Default data Priority : 4 Priority Bank : 1 Queu Phase Detector Time Default data Priority Bank : 2 Queu Phase Detector Time Default data Priority Bank : 3 Queu Phase Detector Time Default data Priority Bank : 4 Queu Phase Detector Time Default data Priority : 2 Priority Bank : 1 Queu Phase Detector Time Default data Priority Bank : 2 Queu Phase Detector Time Default data Priority Bank : 3 Queu Phase Detector Time Default data Priority Bank : 4 Queu Phase Detector Time Default data Priority : 5 Priority Bank : 1 Queu Phase Detector Time Default data Priority Bank : 2 Queu Phase Detector Time Default data Priority Bank : 3 Queu Phase Detector Time Default data Priority Bank : 4 Queu Phase Detector Time Default data Priority : 3 Priority Bank : 1 Queu Phase Detector Time Default data Priority Bank : 2 Queu Phase Detector Time Default data Priority Bank : 3 Queu Phase Detector Time Default data Priority Bank : 4 Queu Phase Detector Time Default data Priority : 6 Priority Bank : 1 Queu Phase Detector Time Default data Priority Bank : 2 Queu Phase Detector Time Default data Priority Bank : 3 Queu Phase Detector Time Default data Priority Bank : 4 Queu Phase Detector Time Default data Page 21 of 24 Priority : Bank Detector Bank Detector Bank Detector Bank Detector 1 1 PE 2 PE 3 PE 4 PE 1A 2A Default Data 1A 2A Default Data 1A 2A Default Data 1A 2A Default Data 3A 3A 3A 3A 4A 4A 4A 4A 5A 5A 5A 5A 6A 6A 6A 6A B B B B Priority : Bank Detector Bank Detector Bank Detector Bank Detector 2 1 PE 2 PE 3 PE 4 PE 1A 2A Default Data 1A 2A Default Data 1A 2A Default Data 1A 2A Default Data 3A 3A 3A 3A 4A 4A 4A 4A 5A 5A 5A 5A 6A 6A 6A 6A B B B B Priority : 3 Priority : 4 Bank 1 Bank 1 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Bank 2 Bank 2 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Bank 3 Bank 3 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Bank 4 Bank 4 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Priority : 5 Priority : 6 Bank 1 Bank 1 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Bank 2 Bank 2 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Bank 3 Bank 3 Detector PE 1A 2A 3A 4A 5A 6A B Detector PE 1A 2A 3A 4A 5A 6A B Default Data Default Data Bank 4 Bank 4 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 Default Data Preempt 2 Vehical Phases Ph. Track Dwell 2 Red Green 5 Red Green Cycle No No Pedestrian Phases Overlaps Ph Track Dwell Cycle Ovlp Track Dwell Cycle Default Data Default Data Pedestrian Phases Ph. Track Dwell Cycle Ovlp. Track Default Data Overlaps Dwell Cycle Default Data Page 22 of 24 Preempt 3 Vehical Phases Ph. Track Dwell Pedestrian Phases Cycle Ph. Track Dwell Cycle Overlaps Ovlp. Track Dwell Cycle 3 Red Green No 8 Red Green No Default Data Default Data Preempt 4 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovlp. Track Dwell Cycle 4 Red Green No 7 Red Green No 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 6 Red Green Preempt 6 Vehical Phases Ph. Track Dwell No No Default Data Pedestrian Phases Cycle Ph. Track Dwell Cycle Default Data Overlaps Ovlp. Track Dwell Cycle Default Data Default Data Default Data System/Detectors Data Local Critical Alarms Revert to Backup: 15 1 st Phone: Local Free: No Cycle Failure: Yes Coord Failure: Yes Conflict Flash: No Remote Flash: No 2nd Phone: Local Fash: No Cycle Fault: Yes Coord Fault: Yes 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 Hr Time(mins) Correction/10 Volume % Detectors Detectors Factor Detectors Detectors Factor Default Data Default Data Default Data Sample Interval: 60 Queue: 1 Input Selection: O=Average Queue: Detector Failed Level: 0 Level Enter Leave Dial / Split / Offset Queue: 2 Input Selection: O=Average Detector Failed Level: 0 Default Data Vehical Detector Vehical Detector Special Detector Diagnostic Value 0 Diagnostic Value 1 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 Pedestrian Detector Pedestrian Detector Special Detector Diagnostic Value 0 Diagnostic Value 1 Diagnostic Value 1 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 Page 23 of 24 Speed Trap Data Speed Trap: Measurement: Detector 1 Detector 2 Distance Default Data Volume Detector Data Report Interval Volume Controller Detector Detector Number Channel Default Data Speed Trap Speed Trap Dial/Split/Offset Low Treshold High Treshold H Default Data Page 24 of 24 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix D Pre -scope of Work Meeting Form A%VDOT Virginia Department Vof Transportation PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Roudabush Gale & Associates, c/o Don Franco Tele: (434) 979-8121 E-mail: dfranco@roudabush.com Developer/Owner Name: Janet H. Lee, Trustee of the Janet H. Lee Revocable Trust c/o David C. Lee, MD. Tele: E-mail: Project Information Project Name: 3223 Proffit Road Locality/County: Albemarle Project Location: Northern side of State Route 649, Proffit Road, approximately 0.2 miles from the (Attach regional and site specific location ma intersection of Route 649 and Route 29. Submission Type Comp Plan ❑ Rezoning ® J ite Plan ❑ Subd Plat ❑ Project Description: Subject property is 7.3 acres. Proposed land use is a maximum of 109 residential (Including details on the land units. One primary site access onto Proffit Road; possiblity of second access point use, acreage, phasing, access location, etc. Attach additional onto Proffit Road that will be for emergency access only. Access control of second sheet if necessary) entrance through locked gate, reinforced grass entrance or similar solution. Proposed Use(s): (Check all that apply; attach Residential ® Commercial ❑ Mixed Use ❑ Other ❑ additional pages as necessary) Residential Uses(s) Number of Units: 109 ITE LU Code(s): 210 220 Other Use(s) 230 ITE LU Code(s): 251 Commercial Use(s) 253 ITE LU Code(s): 254 Independent Variable(s): Square Ft or Other Variable: Total Peak Hour Trip Less than 100 ❑ 100 — 499 El500 — 999 ® 1,000 or more ❑ Projection: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Traffic Impact Analysis Assumptions Study Period Existing Year: 2018 Build -out Year: 2023 Design Year: 2023 North: South: Study Area Boundaries East: Prichett Lane West: Route 29 (Attach map) VDOT lists Leake/Worth Crossing and Proffit Road intersection as one of top 100 problem intersections in Albemare County. This intersection also part of proposed proffer for North Pointe community rezoning; a traffic circle is currently proffered External Factors That to handle to increased traffic from retail/commercial development at the southern of Could Affect Project the North Pointe mixed use community. However, there is a possiblity that the North (Planned road improvements, Pointe community will be rezoned again to reduce the amount of retail/commercial other nearby developments) space. So, the final road improvements required for the Leake/Worth Crossing and Proffit Road intersection may or may not be a traffic cirle. At this time, VDOT and the County are suggesting that the traffic generation data from the North Pointe community not be included in our study. Consistency With Comprehensive Plan designates property as Urban Denisty with primary land use as residential. Allowable density of 6 to 34 units per acre. Maximum density sought Comprehensive Plan with rezoning is equal to 15 units per acre. Transportation Plan upgrades Proffit (Land use, transportation plan) Road to two lane road with a shared center turn lane. Available Traffic Data Possible traffic data available from the North Pointe rezoning application. (Historical, forecasts) Road Name: Proffit Road - same Road Name: TripDistribution as current distribution pattern Road Name: Road Name: (Attach sketch) Annual Vehicle Trip Peak Period for Study ❑ AM ❑ PM ❑ SAT 2% (check all that apply) Peak Hour of the Generator Growth Rate: 1.Leake/Worth Crossing and 6' Proffit Road 2.Route 29 and Proffit Road 7. Study Intersections 3.Prichett Lane and Proffit Road 8. and/or Road Segments (Attach additional sheets as necessary) 4. 9. 5. 10. Trip Adjustment Factors Internal allowance ❑ Yes ❑ No Pass -by allowance: ❑ Yes ® No Reduction: /o trips Reduction: /o trips It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Software Methodology ❑ Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ❑ Other Traffic Signal Proposed or Affected No (Analysis software to be used, progression speed, cycle length) Improvement(s) Assumed or to be Dedication of Right -of -Way for one half of the road improvements called for in the Considered Comprehensive Plan - two lane road with a shared center turn lane with trail or sidewalk. Background Traffic Studies Considered ❑ Master Development Plan (MDP) ❑ Generalized Development Plan (GDP) Plan Submission ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) ❑ Queuing analysis ❑ Actuation/Coordination ❑ Weaving analysis Additional Issues to be ❑ Merge analysis ❑ Bike/Ped Accommodations ❑ Intersection(s) Addressed ❑ TDM Measures ❑ Other NOTES on ASSUMPTIONS: County is asking that we look at crash history of the Leake/Worth Crossing and Proffit Road Intersection to determine is there is a pattern. If there is a pattern, the County is asking for a recommendation(s) of a possible solution. VDOT has suggested that if a summer count is generated for the existing traffic data that it be compared to historical traffic studies determine if the generated count needs to be scaled. SIGNED: I�:ill►��►1_1ul�i Applicant or Consultant Applicant or Consultant DATE: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix E Factoring Rates and Resulting Existing Traffic Volumes Factoring Rates Calculation for Worth Crossing and Pritchett Lane Traffic Volumes - Compare Walgreens and Sentara traffic counts (schools in session) from a prior traffic study, Proffit Road at Route 29 Commercial Site — Access Permit Traffic Support, completed in September 2017 to the traffic counts at Need to increase 238 Proffit/Worth Cross and Proffit/Pritchett Lane (schools not in session) to figure out the factoring rates approximately 45% 276 AM 29 396 y 399 y sentara 357 E—� leake sq Calculated L. 202 � 398 � 399 � 398 3 from Worth Crossing 113 1488 221 � 49 � 389 11 2 10 0 2 231 r— 147 rM 10 L 388 L 55 airport 132 � � t r 388 � � � 44 �Calculated13 from Sentara 66 182 996 109 8 9 11 355 y Entrance 170 y 35 5 33 58 � 55 29 walgreens worth crossing Need to increase 4�2 — approximately 1>Ieake,: 267 PM 29 446 y 459 y sentara 448 y Calculated L188 � 413 � 373 � 327 o from Worth Crossing 166 1275 173 94 357 50 13 13 5 1 188 L 131 16 323 L 51 airport 150 t r 424 IIJJ u 24 Calculated 9 /, t r/ from Sentara 114 b 147 1406 159 22 56 35 435 y Entrance 300 66 2 67 171 � 93 29 walgreens worth crossing Existing Traffic Volumes - Apply factoring rates to the traffic counts at Proffit/Worth Cross and Proffit/Pritchett Lane to get the estimated volumes assuming school in session (the numbers in red rectangles). AM 29 leake sq site pritchett In 113 1488 221 airport 132 66 58 29 PM 29 188 166 1275 173 94 Y L 131 airport 150 t r 114 147 1406 159 171 29 worth crossing leake sq L. 0 5 1 216 1 L* r 59 71079 r t r 345 y 76 2 77 1 worth crossing site L22 1 275 28 368 y pritchett In L1 236 proffit proffit EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix F Existing SimTraffic Travel Time Reports Arterial Level of Service Existing AM 09/05/2018 Arterial Level of Service: EB Proffit Rd Delay Travel Dist Arterial Gross Street Node (s/veh) time (s) (mi) Speed V\brth Crossing 2 6.2 15.9 0.1 28 Site 4 0.7 10.0 0.1 41 Pritchett Lane 3 1.1 24.5 0.3 44 Total 8.0 50.4 0.5 38 Arterial Level of Service: WB Proffit Rd Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Pritchett Lane 3 0.6 16.5 0.2 44 Site 4 0.9 23.9 0.3 45 Leake Square 2 2.0 10.8 0.1 38 Route 29 1 79.0 88.4 0.1 5 Total 82.5 139.6 0.7 20 Proffit Road Traffic Study SimTraffic Report EPR Page 1 Arterial Level of Service Existing PM 09/05/2018 Arterial Level of Service: EB Proffit Rd Delay Travel Dist Arterial Gross Street Node (s/veh) time (s) (mi) Speed V\brth Crossing 2 6.8 16.6 0.1 27 Site 4 0.8 10.2 0.1 40 Pritchett Lane 3 1.6 24.4 0.3 44 Total 9.2 51.1 0.5 38 Arterial Level of Service: WB Proffit Rd Delay Travel Dist Arterial Cross Street Node (s/veh) time (s) (mi) Speed Pritchett Lane 3 0.4 16.2 0.2 45 Site 4 0.6 23.7 0.3 45 Leake Square 2 2.0 10.7 0.1 38 Route 29 1 61.6 92.9 0.1 4 Total 64.6 143.5 0.7 17 Proffit Road Traffic Study SimTraffic Report EPR Page 1 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix G Field Work Collected Travel Time Data Proffic Road TIA Travel Time Data Collection Date: 8/28/2018 AM Segments 7:00 7:10 7:20 7:30 7:40 7:50 8:00 8:10 8:20 8:30 8:40 8:50 Average Proffic EB: Rte 29 - Worth 17 21 15 16 17 16 16 18 14 18 20 18 17.2 Crossing Proffic EB: Worth Crossing 36 35 34 40 38 41 37 42 38 37 40 37 37.9 Pritchett Lane Proffic WB: Pritchett Lane 38 42 42 39 36 40 42 39 34 36 40 42 39.2 Worth Crossing Proffic WB: Worth 156 94 98 122 165 159 102 39 38 115 122 110 110.0 Crossing - Rte 29 Proffic Road TIA Travel Time Data Collection Date: 8/28/2018 PM Segments 7:00 7:10 7:20 7:30 7:40 7:50 8:00 8:10 8:20 8:30 8:40 8:50 Average Proffic EB: Rte 29 - Worth 23 24 20 19 22 17 18 13 14 14 15 17 18.0 Crossing Proffic EB: Worth Crossing 37 47 49 40 39 46 44 41 45 42 50 42 43.5 Pritchett Lane Proffic WB: Pritchett Lane 42 48 37 37 38 35 42 41 43 38 50 35 40.5 Worth Crossing Proffic WB: Worth 14 210 44 130 49 73 51 61 72 64 48 109 77.1 Crossing - Rte 29 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix H Synchro HCM Reports HCM Signalized Intersection Capacity Analysis 1: Route 29 & Airport Rd/Proffit Rd 1I09/05/2018 Movement EBL EBT EBR V\BL MT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations t rr t r tt r tt r Traffic Vd ume (vph) 132 66 58 147 49 202 182 996 109 221 1488 113 Future Volume (vph) 132 66 58 147 49 202 182 996 109 221 1488 113 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 12 12 12 12 12 12 12 12 Total Lost time (s) 8.5 4.7 6.3 7.1 3.6 3.6 6.3 3.7 7.1 6.1 3.7 8.5 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Rt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (prot) 3286 1783 2668 1662 1827 1538 3367 3438 1538 1770 3471 1568 Rt Permtted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (perm) 3286 1783 2668 1662 1827 1538 3367 3438 1538 1770 3471 1568 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Ad1j. Raw (vph) 142 71 62 158 53 217 196 1071 117 238 1600 122 RTOR Reduction (vph) 0 0 53 0 0 187 0 0 54 0 0 49 Lane Group Raw (vph) 142 71 9 158 53 30 196 1071 63 238 1600 73 Heavy Vehicles (%) 3% 3% 3% 5% 4% 5% 4% 5% 5% 2% 4% 3% Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 6.6 5.6 15.2 17.4 16.1 16.1 9.6 49.1 66.5 28.5 67.8 74.4 Effective Green, g (s) 8.6 7.6 19.2 19.4 18.1 18.1 11.6 51.1 70.5 30.5 69.8 78.4 Actuated g/C Ratio 0.07 0.06 0.15 0.15 0.14 0.14 0.09 0.39 0.54 0.23 0.54 0.60 Clearance Time (s) 10.5 6.7 8.3 9.1 5.6 5.6 8.3 5.7 9.1 8.1 5.7 10.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 217 104 522 247 253 213 299 1349 916 414 1860 944 v/s Ratio Prot c0.04 0.04 0.00 c0.10 0.03 0.06 0.31 0.01 c0.13 c0.46 0.01 v/s Ratio Perm 0.00 0.02 0.03 0.04 v/c Ratio 0.65 0.68 0.02 0.64 0.21 0.14 0.66 0.79 0.07 0.57 0.86 0.08 Uniform Delay, d1 59.3 60.1 47.4 52.1 49.7 49.2 57.4 34.9 14.2 44.1 26.0 10.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.9 16.9 0.0 5.4 0.4 0.3 5.1 3.7 0.0 1.9 4.6 0.0 Delay (s) 66.3 77.0 47.5 57.5 50.1 49.5 62.5 38.6 14.3 46.0 30.6 10.8 Level of Service E E D E D D E D B D C B Approach Delay (s) 64.8 52.5 39.9 31.3 Approach LOS E D D C Intersection Summary HCM 2000 Control Delay 38.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cyde Length (s) 130.2 Sum of lost time (s) 22.1 Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (nin) 15 c Critical Lane Group Proffit Road Traffic Study Existing AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Worth Crossing/Leake Square & Proffit Rd 09/05/2018 IMIM Int Delay, s✓veh IVbvement 3 EBL EBT EBR WBL V\BT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* r* r* Traffic Vol, veh/h 13 247 80 80 335 3 51 5 48 2 0 10 Future Vol, veh/h 13 247 80 80 335 3 51 5 48 2 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Yield - - None - - None - - None Storage Length - - 250 - - 160 - - 240 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 4 0 2 4 0 3 0 3 0 0 40 Mvrrt Flow 14 263 85 85 356 3 54 5 51 2 0 11 Major/Mnor Majorl Major2 Mnorl Mna2 Conflicting Row All 356 0 0 263 0 0 822 817 263 820 817 356 Stage 1 - - - - - - 290 290 - 527 527 - Stage 2 - - - - - - 532 527 - 293 290 - Critical Hdwy 4.25 - - 4.12 - - 7.13 6.5 6.23 7.1 6.5 6.6 Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.13 5.5 - 6.1 5.5 - Follow-up Hdwy 2.335 - - 2.218 - - 3.527 4 3.327 3.5 4 3.66 Pot Cap-1 Maneuver 1134 - - 1301 - - 292 313 773 296 313 610 Stage 1 - - - - - - 716 676 - 538 532 - Stage 2 - - - - - - 529 532 - 719 676 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1134 - - 1301 - - 266 283 773 253 283 610 Mov Cap-2 Maneuver - - - - - - 266 283 - 253 283 - Stage 1 - - - - - - 705 666 - 530 488 - Stage 2 - - - - - - 477 488 - 656 666 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 16.6 12.5 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT V\BRSBLnl Capacity (veh/h) 267 773 1134 - - 1301 - - 494 HCM Lane V/C Ratio 0.223 0.066 0.012 - - 0.065 - - 0.026 HCM Control Delay (s) 22.3 10 8.2 0 - 8 0 - 12.5 HCM Lane LOS C B A A - A A - B HCM 95th °/atile Q(veh) 0.8 0.2 0 - - 0.2 - - 0.1 Proffit Road Traffic Study Existing AM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: Proffit Rd & Pritchett Lane 09/05/2018 Intersection Int Delay, s✓veh 0.7 IVbvement EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 11 280 358 1 5 28 Future Vol, veh/h 11 280 358 1 5 28 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 18 4 3 0 0 14 MvrTt Flow 12 301 385 1 5 30 Major/Mnor Majorl Major2 Mnor2 Conflicting How All 386 0 - 0 710 385 Stage 1 - - - - 385 - Stage 2 - - - - 325 - Critical Hdwy 4.28 - - - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.362 - - - 3.5 3.426 Pot Cap-1 Maneuver 1090 - - - 403 637 Stage 1 - - - - 692 - Stage 2 - - - - 737 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1090 - - - 398 637 Mov Cap-2 Maneuver - - - - 398 - Stage 1 - - - - 692 - Stage 2 - - - - 727 - EB VMB SIB HCM Control Delay, s 0.3 0 11.6 HCM LOS B Mnor Lane/Major Mvrrt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1090 - - - 584 HCM Lane V/C Ratio 0.011 - - - 0.061 HCM Control Delay (s) 8.3 0 - - 11.6 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0 - - - 0.2 Proffit Road Traffic Study Existing AM Synchro 9 Report EPR Page 3 HCM Signalized Intersection Capacity Analysis 1: Route 29 & Airport Rd/Proffit Rd 109/05/2018 Movement EBL EBT EBR V\BL MT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations t rr t r tt r tt r Traffic Vd ume (vph) 150 114 171 131 94 188 147 1406 159 173 1275 166 Future Volume (vph) 150 114 171 131 94 188 147 1406 159 173 1275 166 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 12 12 12 12 12 12 12 12 Total Lost time (s) 8.5 4.7 6.3 7.1 3.6 3.6 6.3 3.7 7.1 6.1 3.7 8.5 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Rt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (prot) 3319 1818 2694 1711 1845 1583 3467 3539 1599 1719 3505 1568 Rt Permtted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (perm) 3319 1818 2694 1711 1845 1583 3467 3539 1599 1719 3505 1568 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Ad1j. Raw (vph) 155 118 176 135 97 194 152 1449 164 178 1314 171 RTOR Reduction (vph) 0 0 115 0 0 139 0 0 57 0 0 69 Lane Group Raw (vph) 155 118 61 135 97 55 152 1449 107 178 1314 102 Heavy Vehicles (%) 2% 1 % 2% 2% 3% 2% 1 % 2% 1 % 5% 3% 3% Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 10.7 12.9 28.5 15.5 17.4 17.4 15.6 69.2 84.7 19.3 72.7 83.4 Effective Green, g (s) 12.7 14.9 32.5 17.5 19.4 19.4 17.6 71.2 88.7 21.3 74.7 87.4 Actuated g/C Ratio 0.09 0.10 0.22 0.12 0.13 0.13 0.12 0.49 0.61 0.15 0.51 0.60 Clearance Time (s) 10.5 6.7 8.3 9.1 5.6 5.6 8.3 5.7 9.1 8.1 5.7 10.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 287 184 713 204 244 209 416 1719 1045 249 1787 935 v/s Ratio Prot 0.05 c0.06 0.01 c0.08 0.05 0.04 c0.41 0.01 c0.10 0.37 0.01 v/s Ratio Perm 0.01 0.03 0.05 0.06 v/c Ratio 0.54 0.64 0.09 0.66 0.40 0.26 0.37 0.84 0.10 0.71 0.74 0.11 Uniform Delay, d1 64.1 63.2 45.2 61.7 58.2 57.1 59.3 32.8 12.2 59.7 28.1 12.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 7.4 0.1 7.8 1.1 0.7 0.5 4.3 0.0 9.4 1.8 0.1 Delay (s) 66.2 70.7 45.3 69.5 59.3 57.8 59.9 37.1 12.2 69.1 30.0 12.8 Level of Service E E D E E E E D B E C B Approach Delay (s) 59.2 61.8 36.7 32.4 Approach LOS E E D C Intersection Summary HCM 2000 Control Delay 39.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cyde Length (s) 146.5 Sum of lost time (s) 22.1 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (nin) 15 c Critical Lane Group Proffit Road Traffic Study Existing PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Worth Crossing/Leake Square & Proffit Rd 09/05/2018 IMIM Int Delay, s✓veh IVbvement 3.8 EBL EBT EBR WBL V\BT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* r* r* Traffic Vol, veh/h 9 345 107 59 216 0 76 2 77 1 5 13 Future Vol, veh/h 9 345 107 59 216 0 76 2 77 1 5 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Yield - - None - - None - - None Storage Length - - 250 - - 160 - - 240 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 5 0 2 0 0 0 0 0 Mvrrt Flow 10 383 119 66 240 0 84 2 86 1 6 14 Major/Mnor Majorl Major2 Mnorl Mna2 Conflicting Row All 240 0 0 383 0 0 784 774 383 775 774 240 Stage 1 - - - - - - 403 403 - 371 371 - Stage 2 - - - - - - 381 371 - 404 403 - Critical Hdwy 4.21 - - 4.1 - - 7.12 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.12 5.5 - 6.1 5.5 - Follow-up Hdwy 2.299 - - 2.2 - - 3.518 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1276 - - 1187 - - 311 332 669 318 332 804 Stage 1 - - - - - - 624 603 - 653 623 - Stage 2 - - - - - - 641 623 - 627 603 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1276 - - 1187 - - 284 307 669 260 307 804 Mov Cap-2 Maneuver - - - - - - 284 307 - 260 307 - Stage 1 - - - - - - 617 596 - 646 583 - Stage 2 - - - - - - 584 583 - 539 596 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.8 17.2 12.2 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT V\BRSBLnl Capacity (veh/h) 285 669 1276 - - 1187 - - 523 HCM Lane V/C Ratio 0.304 0.128 0.008 - - 0.055 - - 0.04 HCM Control Delay (s) 23.1 11.2 7.8 0 - 8.2 0 - 12.2 HCM Lane LOS C B A A - A A - B HCM 95th °/atile Q(veh) 1.2 0.4 0 - - 0.2 - - 0.1 Proffit Road Traffic Study Existing PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: Proffit Rd & Pritchett Lane 09/05/2018 Intersection Int Delay, s✓veh 0.7 IVbvement EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 28 368 236 1 1 22 Future Vol, veh/h 28 368 236 1 1 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 1 4 0 0 5 Mvrrt Flow 31 409 262 1 1 24 Major/Mnor Majorl Major2 Mnor2 Conflicting Row All 263 0 - 0 734 263 Stage 1 - - - - 263 - Stage 2 - - - - 471 - Critical Hdwy 4.1 - - - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - O itical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.345 Pot Cap-1 Maneuver 1313 - - - 390 768 Stage 1 - - - - 786 - Stage 2 - - - - 632 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1313 - - - 378 768 Mov Cap-2 Maneuver - - - - 378 - Stage 1 - - - - 786 - Stage 2 - - - - 612 - Approach EB VMB SIB HCM Control Delay, s 0.6 0 10.1 HCM LOS B Mnor Lane/Major MvTt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1313 - - - 735 HCM Lane V/C Ratio 0.024 - - - 0.035 HCM Control Delay (s) 7.8 0 - - 10.1 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0.1 - - - 0.1 Proffit Road Traffic Study Existing PM Synchro 9 Report EPR Page 3 HCM Signalized Intersection Capacity Analysis 1: Route 29 & Airport Rd/Proffit Rd 1I09/05/2018 Movement EBL EBT EBR V\BL MT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations t rr t r tt r tt r Traffic Vd ume (vph) 145 73 64 162 54 222 200 1096 120 243 1637 124 Future Volume (vph) 145 73 64 162 54 222 200 1096 120 243 1637 124 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 12 12 12 12 12 12 12 12 Total Lost time (s) 8.5 4.7 6.3 7.1 3.6 3.6 6.3 3.7 7.1 6.1 3.7 8.5 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Rt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (prot) 3286 1783 2668 1662 1827 1538 3367 3438 1538 1770 3471 1568 Rt Permtted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (perm) 3286 1783 2668 1662 1827 1538 3367 3438 1538 1770 3471 1568 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Ad1j. Raw (vph) 156 78 69 174 58 239 215 1178 129 261 1760 133 RTOR Reduction (vph) 0 0 59 0 0 210 0 0 56 0 0 49 Lane Group Raw (vph) 156 78 10 174 58 29 215 1178 73 261 1760 84 Heavy Vehicles (%) 3% 3% 3% 5% 4% 5% 4% 5% 5% 2% 4% 3% Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 7.0 6.3 15.0 15.3 14.3 14.3 8.7 56.0 71.3 26.4 73.5 80.5 Effective Green, g (s) 9.0 8.3 19.0 17.3 16.3 16.3 10.7 58.0 75.3 28.4 75.5 84.5 Actuated g/C Ratio 0.07 0.06 0.14 0.13 0.12 0.12 0.08 0.43 0.56 0.21 0.57 0.63 Clearance Time (s) 10.5 6.7 8.3 9.1 5.6 5.6 8.3 5.7 9.1 8.1 5.7 10.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 221 110 505 215 222 187 269 1492 948 376 1961 991 v/s Ratio Prot c0.05 0.04 0.00 c0.10 0.03 0.06 0.34 0.01 c0.15 c0.51 0.01 v/s Ratio Perm 0.00 0.02 0.04 0.05 v/c Ratio 0.71 0.71 0.02 0.81 0.26 0.16 0.80 0.79 0.08 0.69 0.90 0.08 Uniform Delay, d1 61.0 61.5 49.3 56.5 53.2 52.5 60.4 32.5 13.3 48.6 25.6 9.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 18.8 0.0 19.7 0.6 0.4 15.2 3.2 0.0 5.5 6.2 0.0 Delay (s) 70.8 80.3 49.3 76.2 53.8 52.9 75.6 35.7 13.3 54.1 31.8 9.6 Level of Service E F D E D D E D B D C A Approach Delay (s) 68.4 61.6 39.5 33.1 Approach LOS E E D C Intersection Summary HCM 2000 Control Delay 40.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cyde Length (s) 133.6 Sum of lost time (s) 22.1 Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period (nin) 15 c Critical Lane Group Proffit Road Traffic Study 2023 No Build AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Worth Crossing/Leake Square & Proffit Rd 09/05/2018 IMIM Int Delay, s✓veh IVbvement 3.3 EBL EBT EBR WBL V\BT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* r* r Traffic Vd, veh/h 14 271 88 88 368 3 56 6 53 2 0 11 Future Vd, veh/h 14 271 88 88 368 3 56 6 53 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Yield - - None - - None - - None Storage Length - - 250 - - 160 - - 240 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 4 0 2 4 0 3 0 3 0 0 40 Mvrrt Flow 15 288 94 94 391 3 60 6 56 2 0 12 Major/Mnor Majorl Major2 Mnorl Mna2 Conflicting How All 391 0 0 288 0 0 903 897 288 900 897 391 Stage 1 - - - - - - 318 318 - 579 579 - Stage 2 - - - - - - 585 579 - 321 318 - Critical Hdwy 4.25 - - 4.12 - - 7.13 6.5 6.23 7.1 6.5 6.6 Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.13 5.5 - 6.1 5.5 - Fdlow-up Hdwy 2.335 - - 2.218 - - 3.527 4 3.327 3.5 4 3.66 Pot Cap-1 Maneuver 1100 - - 1274 - - 257 281 749 262 281 582 Stage 1 - - - - - - 691 657 - 504 504 - Stage 2 - - - - - - 495 504 - 695 657 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1100 - - 1274 - - 230 250 749 217 250 582 Mov Cap-2 Maneuver - - - - - - 230 250 - 217 250 - Stage 1 - - - - - - 679 645 - 495 456 - Stage 2 - - - - - - 439 456 - 625 645 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 19 13 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT V\BRSBLnl Capacity (veh/h) 232 749 1100 - - 1274 - - 462 HCM Lane V/C Ratio 0.284 0.075 0.014 - - 0.073 - - 0.03 HCM Control Delay (s) 26.6 10.2 8.3 0 - 8.1 0 - 13 HCM Lane LOS D B A A - A A - B HCM 95th °/atile Q(veh) 1.1 0.2 0 - - 0.2 - - 0.1 Proffit Road Traffic Study 2023 No Build AM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: Proffit Rd & Pritchett Lane 09/05/2018 IMIM Int Delay, s✓veh IVbvement 0.7 EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 12 308 394 1 6 31 Future Vol, veh/h 12 308 394 1 6 31 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 18 4 3 0 0 14 Mvrnt Flow 13 331 424 1 6 33 Major/Mnor Majorl Major2 Mnor2 Conflicting Row All 425 0 - 0 781 424 Stage 1 - - - - 424 - Stage 2 - - - - 357 - Critical Hdwy 4.28 - - - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.362 - - - 3.5 3.426 Pot Cap-1 Maneuver 1054 - - - 366 605 Stage 1 - - - - 664 - Stage 2 - - - - 713 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1054 - - - 361 605 Mov Cap-2 Maneuver - - - - 361 - Stage 1 - - - - 664 - Stage 2 - - - - 702 - Approach EB VVB SB HCM Control Delay, s 0.3 0 12.1 HCM LOS B Minor Lane/Major Mvrnt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1054 - - - 545 HCM Lane V/C Ratio 0.012 - - - 0.073 HCM Control Delay (s) 8.5 0 - - 12.1 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0 - - - 0.2 Proffit Road Traffic Study 2023 No Build AM Synchro 9 Report EPR Page 3 HCM Signalized Intersection Capacity Analysis 1: Route 29 & Airport Rd/Proffit Rd 109/05/2018 Movement EBL EBT EBR V\BL MT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations t rr t r tt r tt r Traffic Vd ume (vph) 165 125 188 144 103 207 162 1547 175 190 1403 183 Future Volume (vph) 165 125 188 144 103 207 162 1547 175 190 1403 183 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 12 12 12 12 12 12 12 12 Total Lost time (s) 8.5 4.7 6.3 7.1 3.6 3.6 6.3 3.7 7.1 6.1 3.7 8.5 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Rt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (prot) 3319 1818 2694 1711 1845 1583 3467 3539 1599 1719 3505 1568 Rt Permtted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (perm) 3319 1818 2694 1711 1845 1583 3467 3539 1599 1719 3505 1568 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Ad1j. Raw (vph) 170 129 194 148 106 213 167 1595 180 196 1446 189 RTOR Reduction (vph) 0 0 95 0 0 160 0 0 57 0 0 73 Lane Group Raw (vph) 170 129 99 148 106 53 167 1595 123 196 1446 116 Heavy Vehicles (%) 2% 1 % 2% 2% 3% 2% 1 % 2% 1 % 5% 3% 3% Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 9.5 12.7 27.6 15.8 18.7 18.7 14.9 75.7 91.5 20.2 80.8 90.3 Effective Green, g (s) 11.5 14.7 31.6 17.8 20.7 20.7 16.9 77.7 95.5 22.2 82.8 94.3 Actuated g/C Ratio 0.07 0.10 0.21 0.12 0.13 0.13 0.11 0.50 0.62 0.14 0.54 0.61 Clearance Time (s) 10.5 6.7 8.3 9.1 5.6 5.6 8.3 5.7 9.1 8.1 5.7 10.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 247 173 663 197 247 212 380 1785 1065 247 1884 960 v/s Ratio Prot 0.05 c0.07 0.02 c0.09 0.06 0.05 c0.45 0.01 c0.11 c0.41 0.01 v/s Ratio Perm 0.02 0.03 0.06 0.06 v/c Ratio 0.69 0.75 0.15 0.75 0.43 0.25 0.44 0.89 0.12 0.79 0.77 0.12 Uniform Delay, d1 69.5 67.8 50.2 66.0 61.2 59.7 64.1 34.4 12.0 63.7 28.0 12.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.7 16.0 0.1 14.9 1.2 0.6 0.8 6.5 0.0 15.9 2.2 0.1 Delay (s) 77.2 83.8 50.3 80.8 62.4 60.3 64.9 40.9 12.0 79.6 30.2 12.6 Level of Service E F D F E E E D B E C B Approach Delay (s) 68.4 67.3 40.3 33.7 Approach LOS E E D C Intersection Summary HCM 2000 Control Delay 43.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cyde Length (s) 154.0 Sum of lost time (s) 22.1 Intersection Capacity Utilization 83.5% ICU Level of Service E Analysis Period (nin) 15 c Critical Lane Group Proffit Road Traffic Study 2023 No Build PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Worth Crossing/Leake Square & Proffit Rd 09/05/2018 IMIM Int Delay, s✓veh IVbvement 4.2 EBL EBT EBR WBL V\BT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* r* r* Traffic Vol, veh/h 10 380 118 65 238 0 83 2 85 1 6 14 Future Vol, veh/h 10 380 118 65 238 0 83 2 85 1 6 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Yield - - None - - None - - None Storage Length - - 250 - - 160 - - 240 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 11 2 0 0 5 0 2 0 0 0 0 0 Mvrrt Flow 11 413 128 71 259 0 90 2 92 1 7 15 Major/Mnor Majorl Major2 Mnorl Mna2 Conflicting Row All 259 0 0 413 0 0 846 835 413 836 835 259 Stage 1 - - - - - - 435 435 - 400 400 - Stage 2 - - - - - - 411 400 - 436 435 - Critical Hdwy 4.21 - - 4.1 - - 7.12 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.12 5.5 - 6.1 5.5 - Follow-up Hdwy 2.299 - - 2.2 - - 3.518 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1255 - - 1157 - - 282 306 643 289 306 785 Stage 1 - - - - - - 600 584 - 630 605 - Stage 2 - - - - - - 618 605 - 603 584 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1255 - - 1157 - - 254 280 643 230 280 785 Mov Cap-2 Maneuver - - - - - - 254 280 - 230 280 - Stage 1 - - - - - - 592 576 - 622 561 - Stage 2 - - - - - - 556 561 - 508 576 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.8 19.2 12.8 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT V\BRSBLnl Capacity (veh/h) 255 643 1255 - - 1157 - - 482 HCM Lane V/C Ratio 0.362 0.144 0.009 - - 0.061 - - 0.047 HCM Control Delay (s) 26.9 11.5 7.9 0 - 8.3 0 - 12.8 HCM Lane LOS D B A A - A A - B HCM 95th °/atile Q(veh) 1.6 0.5 0 - - 0.2 - - 0.1 Proffit Road Traffic Study 2023 No Build PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: Proffit Rd & Pritchett Lane 09/05/2018 IMIM Int Delay, s✓veh IVbvement 0.7 EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 31 405 259 1 1 24 Future Vol, veh/h 31 405 259 1 1 24 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 1 4 0 0 5 Mvrrt Flow 34 440 282 1 1 26 Major/Mnor Majorl Major2 Mnor2 Conflicting Row All 283 0 - 0 790 282 Stage 1 - - - - 282 - Stage 2 - - - - 508 - Critical Hdwy 4.1 - - - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.345 Pot Cap-1 Maneuver 1291 - - - 362 750 Stage 1 - - - - 770 - Stage 2 - - - - 608 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1291 - - - 349 750 Mov Cap-2 Maneuver - - - - 349 - Stage 1 - - - - 770 - Stage 2 - - - - 587 - Approach EB VVB SB HCM Control Delay, s 0.6 0 10.2 HCM LOS B Minor Lane/Major MvTt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1291 - - - 717 HCM Lane V/C Ratio 0.026 - - - 0.038 HCM Control Delay (s) 7.9 0 - - 10.2 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0.1 - - - 0.1 Proffit Road Traffic Study 2023 No Build PM Synchro 9 Report EPR Page 3 HCM Signalized Intersection Capacity Analysis 1: Route 29 & Airport Rd/Proffit Rd 1I09/05/2018 Movement EBL EBT EBR V\BL MT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations t rr t r tt r tt r Traffic Vd ume (vph) 145 74 64 172 57 236 200 1096 122 248 1637 124 Future Volume (vph) 145 74 64 172 57 236 200 1096 122 248 1637 124 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 12 12 12 12 12 12 12 12 Total Lost time (s) 8.5 4.7 6.3 7.1 3.6 3.6 6.3 3.7 7.1 6.1 3.7 8.5 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Rt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (prot) 3286 1783 2668 1662 1827 1538 3367 3438 1538 1770 3471 1568 Rt Permtted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (perm) 3286 1783 2668 1662 1827 1538 3367 3438 1538 1770 3471 1568 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Ad1j. Raw (vph) 156 80 69 185 61 254 215 1178 131 267 1760 133 RTOR Reduction (vph) 0 0 60 0 0 224 0 0 56 0 0 49 Lane Group Raw (vph) 156 80 9 185 61 30 215 1178 75 267 1760 84 Heavy Vehicles (%) 3% 3% 3% 5% 4% 5% 4% 5% 5% 2% 4% 3% Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 7.0 5.3 14.0 15.9 13.9 13.9 8.7 56.1 72.0 26.6 73.8 80.8 Effective Green, g (s) 9.0 7.3 18.0 17.9 15.9 15.9 10.7 58.1 76.0 28.6 75.8 84.8 Actuated g/C Ratio 0.07 0.05 0.13 0.13 0.12 0.12 0.08 0.44 0.57 0.21 0.57 0.64 Clearance Time (s) 10.5 6.7 8.3 9.1 5.6 5.6 8.3 5.7 9.1 8.1 5.7 10.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 221 97 485 222 217 183 269 1496 957 379 1970 996 v/s Ratio Prot c0.05 0.04 0.00 c0.11 0.03 0.06 0.34 0.01 c0.15 c0.51 0.01 v/s Ratio Perm 0.00 0.02 0.04 0.05 v/c Ratio 0.71 0.82 0.02 0.83 0.28 0.17 0.80 0.79 0.08 0.70 0.89 0.08 Uniform Delay, d1 61.0 62.5 50.1 56.3 53.6 52.8 60.3 32.4 13.0 48.5 25.3 9.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 40.9 0.0 22.7 0.7 0.4 15.2 3.2 0.0 5.9 5.9 0.0 Delay (s) 70.8 103.4 50.1 79.0 54.3 53.3 75.5 35.6 13.0 54.4 31.2 9.4 Level of Service E F D E D D E D B D C A Approach Delay (s) 74.7 62.9 39.3 32.7 Approach LOS E E D C Intersection Summary HCM 2000 Control Delay 41.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cyde Length (s) 133.5 Sum of lost time (s) 22.1 Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (nin) 15 c Critical Lane Group Proffit Road Traffic Study 2023 Build AM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Worth Crossing/Leake Square & Proffit Rd 09/05/2018 IMIM Int Delay, s✓veh IVbvement 3.4 EBL EBT EBR WBL V\BT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* *' r* Traffic Vol, veh/h 14 280 88 94 396 4 56 6 54 2 0 11 Future Vol, veh/h 14 280 88 94 396 4 56 6 54 2 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Yield - - None - - None - - None Storage Length - - 250 - - 160 - - 240 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 4 0 2 4 0 3 0 3 0 0 40 Mvrrt Flow 15 298 94 100 421 4 60 6 57 2 0 12 Major/Mnor Majorl Major2 Mnorl Mna2 Conflicting How All 421 0 0 298 0 0 955 949 298 952 949 421 Stage 1 - - - - - - 328 328 - 621 621 - Stage 2 - - - - - - 627 621 - 331 328 - Critical Hdwy 4.25 - - 4.12 - - 7.13 6.5 6.23 7.1 6.5 6.6 Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.13 5.5 - 6.1 5.5 - Follow-up Hdwy 2.335 - - 2.218 - - 3.527 4 3.327 3.5 4 3.66 Pot Cap-1 Maneuver 1072 - - 1263 - - 237 262 739 241 262 559 Stage 1 - - - - - - 683 651 - 478 482 - Stage 2 - - - - - - 470 482 - 687 651 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1072 - - 1263 - - 211 231 739 198 231 559 Mov Cap-2 Maneuver - - - - - - 211 231 - 198 231 - Stage 1 - - - - - - 671 639 - 469 432 - Stage 2 - - - - - - 412 432 - 616 639 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.5 20.5 13.5 HCM LOS C B Mnor Lane/Major Mvrrt NBLn1 NBLn2 EBL EBT EBR V\BL WBT V\BRSBLnl Capacity (veh/h) 213 739 1072 - - 1263 - - 437 HCM Lane V/C Ratio 0.31 0.078 0.014 - - 0.079 - - 0.032 HCM Control Delay (s) 29.3 10.3 8.4 0 - 8.1 0 - 13.5 HCM Lane LOS D B A A - A A - B HCM 95th °/atile Q(veh) 1.3 0.3 0 - - 0.3 - - 0.1 Proffit Road Traffic Study 2023 Build AM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: Proffit Rd & Pritchett Lane 09/05/2018 IMIM Int Delay, s✓veh IVbvement 0.7 EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 12 314 395 1 6 31 Future Vol, veh/h 12 314 395 1 6 31 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 18 4 3 0 0 14 MvrTt Flow 13 338 425 1 6 33 Major/Mnor Majorl Major2 Mnor2 Conflicting Row All 426 0 - 0 788 425 Stage 1 - - - - 425 - Stage 2 - - - - 363 - Critical Hdwy 4.28 - - - 6.4 6.34 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.362 - - - 3.5 3.426 Pot Cap-1 Maneuver 1053 - - - 363 604 Stage 1 - - - - 664 - Stage 2 - - - - 708 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1053 - - - 358 604 Mov Cap-2 Maneuver - - - - 358 - Stage 1 - - - - 664 - Stage 2 - - - - 697 - Approach EB VMB SB HCM Control Delay, s 0.3 0 12.2 HCM LOS B Minor Lane/Major Mvrrt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1053 - - - 543 HCM Lane V/C Ratio 0.012 - - - 0.073 HCM Control Delay (s) 8.5 0 - - 12.2 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0 - - - 0.2 Proffit Road Traffic Study 2023 Build AM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 4: Proffit Rd & Site 09/05/2018 IM:,VMS, Int Delay, s✓veh Nbvement 0.7 EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 11 326 459 1 6 34 Future Vol, veh/h 11 326 459 1 6 34 Confliding Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 4 4 2 2 2 Mvrnt Flow 12 347 488 1 6 36 Major/Mnor Majorl Major2 N4nor2 Conflicting Row All 489 0 - 0 859 489 Stage 1 - - - - 489 - Stage 2 - - - - 370 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Fdlow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1074 - - - 327 579 Stage 1 - - - - 616 - Stage 2 - - - - 699 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1074 - - - 322 579 Nbv Cap-2 Maneuver - - - - 322 - Stage 1 - - - - 616 - Stage 2 - - - - 689 - Approach EB V\B SB HCM Control Delay, s 0.3 0 12.6 HCM LOS B Minor Lane/Major Mvrnt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1074 - - - 517 HCM Lane V/C Ratio 0.011 - - - 0.082 HCM Control Delay (s) 8.4 0 - - 12.6 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0 - - - 0.3 Proffit Road Traffic Study 2023 Build AM Synchro 9 Report EPR Page 4 HCM Signalized Intersection Capacity Analysis 1: Route 29 & Airport Rd/Proffit Rd 1I09/05/2018 Movement EBL EBT EBR VWBL MT VWBR NBL NBT NBR SBL SBT SBR Lane Configurations t rr t r tt r tt r Traffic Vd ume (vph) 165 133 188 150 108 215 162 1547 187 203 1403 183 Future Volume (vph) 165 133 188 150 108 215 162 1547 187 203 1403 183 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 12 12 12 12 12 12 12 12 Total Lost time (s) 8.5 4.7 6.3 7.1 3.6 3.6 6.3 3.7 7.1 6.1 3.7 8.5 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Rt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (prot) 3319 1818 2694 1711 1845 1583 3467 3539 1599 1719 3505 1568 Rt Permtted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Raw (perm) 3319 1818 2694 1711 1845 1583 3467 3539 1599 1719 3505 1568 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Ad1j. Raw (vph) 170 137 194 155 111 222 167 1595 193 209 1446 189 RTOR Reduction (vph) 0 0 95 0 0 140 0 0 61 0 0 73 Lane Group Raw (vph) 170 137 99 155 111 82 167 1595 132 209 1446 116 Heavy Vehicles (%) 2% 1 % 2% 2% 3% 2% 1 % 2% 1 % 5% 3% 3% Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 5 3 8 5 2 3 1 6 7 Permitted Phases 4 8 2 6 Actuated Green, G (s) 9.5 11.3 27.3 16.0 17.5 17.5 16.0 75.9 91.9 21.7 81.4 90.9 Effective Green, g (s) 11.5 13.3 31.3 18.0 19.5 19.5 18.0 77.9 95.9 23.7 83.4 94.9 Actuated g/C Ratio 0.07 0.09 0.20 0.12 0.13 0.13 0.12 0.50 0.62 0.15 0.54 0.61 Clearance Time (s) 10.5 6.7 8.3 9.1 5.6 5.6 8.3 5.7 9.1 8.1 5.7 10.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 247 156 655 199 232 199 403 1784 1066 263 1892 963 v/s Ratio Prot 0.05 c0.08 0.02 c0.09 0.06 0.05 c0.45 0.01 c0.12 c0.41 0.01 v/s Ratio Perm 0.02 0.05 0.07 0.07 v/c Ratio 0.69 0.88 0.15 0.78 0.48 0.41 0.41 0.89 0.12 0.79 0.76 0.12 Uniform Delay, d1 69.8 69.8 50.7 66.3 62.8 62.2 63.4 34.6 12.0 63.1 27.8 12.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.7 38.6 0.1 17.3 1.6 1.4 0.7 6.5 0.1 15.2 2.1 0.1 Delay (s) 77.5 108.4 50.8 83.6 64.3 63.6 64.1 41.1 12.1 78.2 30.0 12.5 Level of Service E F D F E E E D B E C B Approach Delay (s) 75.6 70.1 40.2 33.7 Approach LOS E E D C Intersection Summary HCM 2000 Control Delay 44.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cyde Length (s) 154.5 Sum of lost time (s) 22.1 Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (nin) 15 c Critical Lane Group Proffit Road Traffic Study 2023 Build PM Synchro 9 Report EPR Page 1 HCM 2010 TWSC 2: Worth Crossing/Leake Square & Proffit Rd 09/05/2018 Intersection Int Delay, s✓veh 4.4 IVbvement EBL EBT EBR WBL V\BT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* r* r* Traffic Vol, veh/h 10 412 118 69 256 0 83 2 92 1 6 14 Future Vol, veh/h 10 412 118 69 256 0 83 2 92 1 6 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Yield - - None - - None - - None Storage Length - - 250 - - 160 - - 240 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 11 2 0 0 5 0 2 0 0 0 0 0 Mvrrt Flow 11 448 128 75 278 0 90 2 100 1 7 15 Major/Mnor Majorl Major2 Mnorl Mno2 Conflicting Row All 278 0 0 448 0 0 909 898 448 899 898 278 Stage 1 - - - - - - 470 470 - 428 428 - Stage 2 - - - - - - 439 428 - 471 470 - Qitical Hdwy 4.21 - - 4.1 - - 7.12 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.12 5.5 - 6.1 5.5 - Follow-up Hdwy 2.299 - - 2.2 - - 3.518 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1235 - - 1123 - - 256 281 615 262 281 766 Stage 1 - - - - - - 574 563 - 609 588 - Stage 2 - - - - - - 597 588 - 577 563 - Ratoon blocked, % - - - - Mov Cap-1 Maneuver 1235 - - 1123 - - 229 255 615 203 255 766 Mov Cap-2 Maneuver - - - - - - 229 255 - 203 255 - Stage 1 - - - - - - 567 556 - 601 542 - Stage 2 - - - - - - 532 542 - 475 556 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.8 21 13.4 HCM LOS C B Mnor Lane/Major Mvrrt NBLnl NBLn2 EBL EBT EBR V\BL WBT V\BRSBLnl Capacity (veh/h) 230 615 1235 - - 1123 - - 449 HCM Lane V/C Ratio 0.402 0.163 0.009 - - 0.067 - - 0.051 HCM Control Delay (s) 30.8 12 7.9 0 - 8.4 0 - 13.4 HCM Lane LOS D B A A - A A - B HCM 95th °/atile Q(veh) 1.8 0.6 0 - - 0.2 - - 0.2 Proffit Road Traffic Study 2023 Build PM Synchro 9 Report EPR Page 2 HCM 2010 TWSC 3: Proffit Rd & Pritchett Lane 09/05/2018 IMIM Int Delay, s✓veh IVbvement 0.7 EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 31 406 261 1 1 24 Future Vol, veh/h 31 406 261 1 1 24 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 1 4 0 0 5 MvrTt Flow 34 441 284 1 1 26 Major/Mnor Majorl Major2 Mnor2 Conflicting Row All 285 0 - 0 793 284 Stage 1 - - - - 284 - Stage 2 - - - - 509 - Critical Hdwy 4.1 - - - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.345 Pot Cap-1 Maneuver 1289 - - - 360 748 Stage 1 - - - - 769 - Stage 2 - - - - 608 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1289 - - - 347 748 Mov Cap-2 Maneuver - - - - 347 - Stage 1 - - - - 769 - Stage 2 - - - - 587 - Approach EB VMB SB HCM Control Delay, s 0.6 0 10.2 HCM LOS B Minor Lane/Major Mvrrt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1289 - - - 715 HCM Lane V/C Ratio 0.026 - - - 0.038 HCM Control Delay (s) 7.9 0 - - 10.2 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0.1 - - - 0.1 Proffit Road Traffic Study 2023 Build PM Synchro 9 Report EPR Page 3 HCM 2010 TWSC 4: Proffit Rd & Site 09/05/2018 Intersection Int Delay, s✓veh 0.7 IVbvement EBL EBT V\BT V\BR SBL SBR Lane Configurations *' Traffic Vol, veh/h 39 465 302 1 1 23 Future Vol, veh/h 39 465 302 1 1 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 5 2 2 2 MvrTt Flow 42 505 328 1 1 25 Major/Mnor Majorl Major2 Mnor2 Conflicting Row All 329 0 - 0 919 329 Stage 1 - - - - 329 - Stage 2 - - - - 590 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1231 - - - 301 712 Stage 1 - - - - 729 - Stage 2 - - - - 554 - Ratoon blocked, % - - - Mov Cap-1 Maneuver 1231 - - - 287 712 Mov Cap-2 Maneuver - - - - 287 - Stage 1 - - - - 729 - Stage 2 - - - - 528 - EB VMB SIB HCM Control Delay, s 0.6 0 10.6 HCM LOS B Mnor Lane/Major Mvrnt EBL EBT WBT VVBRSBLnl Capacity (veh/h) 1231 - - - 671 HCM Lane V/C Ratio 0.034 - - - 0.039 HCM Control Delay (s) 8 0 - - 10.6 HCM Lane LOS A A - - B HCM 95th °/atile Q(veh) 0.1 - - - 0.1 Proffit Road Traffic Study 2023 Build PM Synchro 9 Report EPR Page 4 EPRpc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 1 01, CHARLOTTESVILLE, VA 22902 Appendix I SimTraffic Queue Reports Queuing and Blocking Report Existing AM 09/05/2018 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement EB EB EB EB EB VWB VWB VWB NB NB NB NB Directions Served L L T R R L T R L L T T Maximum Queue (ft) 177 209 142 90 42 252 336 72 193 300 421 418 Average Queue (ft) 49 107 58 31 3 114 135 50 76 124 263 240 95th Queue (ft) 142 181 116 67 21 202 287 62 172 216 392 377 Link Distance (ft) 694 694 541 541 1069 1069 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 395 565 565 50 445 445 Storage BI k Ti me (%) 29 25 0 0 Queuing Penalty (veh) 59 12 0 0 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement NB SIB SIB SIB SIB Directions Served R L T T R MaximumQueue (ft) 57 379 614 562 285 Average Queue (ft) 10 184 339 314 29 95th Queue (ft) 37 347 503 471 136 Link Distance (ft) 1069 850 850 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 380 510 Storage BI k Ti me (%) 0 3 0 0 Queuing Penalty (veh) 1 8 0 0 Intersection: 2: Worth Crossing/Leake Square & Proffit Rd IVbvenwt EB VWB NB NB SIB Directions Served LT LT LT R LTR MaximumQueue (ft) 84 95 82 61 55 Average Queue (ft) 7 18 30 25 10 95th Queue (ft) 40 58 61 49 36 Link Distance (ft) 541 540 801 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 240 Storage BI k Ti me (%) Queuing Penalty (veh) Proffit Road Traffic Study SimTraffic Report EPR Page 1 Queuing and Blocking Report Existing AM 09/05/2018 Intersection: 3: Proffit Rd & Pritchett Lane IVbvement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Proffit Road Traffic Study EPR EB SIB LT LR 52 61 4 21 25 50 1517 783 SimTraffic Report Page 2 Queuing and Blocking Report Existing PM 09/05/2018 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement EB EB EB EB EB VWB VWB WB NB NB NB NB Directions Served L L T R R L T R L L T T Maximum Queue (ft) 177 201 210 158 115 240 404 64 136 444 638 593 Average Queue (ft) 59 118 103 68 16 119 237 48 37 124 393 367 95th Queue (ft) 157 185 184 130 65 203 428 63 106 328 569 536 Link Distance (ft) 694 694 541 541 1069 1069 Upstream Blk Time (%) 1 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 395 565 565 50 445 445 Storage BI k Ti me (%) 54 35 0 5 Queuing Penalty (veh) 102 33 0 7 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement NB SIB SIB SIB SIB Directions Served R L T T R MaximumQueue (ft) 84 379 735 686 385 Average Queue (ft) 15 198 364 326 44 95th Queue (ft) 50 367 585 536 192 Link Distance (ft) 1069 850 850 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 380 510 Storage BI k Ti me (%) 0 7 1 0 Queuing Penalty (veh) 1 12 2 0 Intersection: 2: Worth Crossing/Leake Square & Proffit Rd IVbvenwt EB VWB NB NB SIB Directions Served LT LT LT R LTR MaximumQueue (ft) 49 104 87 60 33 Average Queue (ft) 3 16 36 29 10 95th Queue (ft) 22 63 64 51 28 Link Distance (ft) 541 540 801 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 240 Storage BI k Ti me (%) 0 Queuing Penalty (veh) 0 Proffit Road Traffic Study SimTraffic Report EPR Page 1 Queuing and Blocking Report Existing PM 09/05/2018 Intersection: 3: Proffit Rd & Pritchett Lane IVbvement Directions Served LT LR Max n-um Queue (ft) 54 47 Average Queue (ft) 5 15 95th Queue (ft) 26 41 Link Distance (ft) 1517 783 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Proffit Road Traffic Study SimTraffic Report EPR Page 2 Queuing and Blocking Report 2023 No Build AM 09/05/2018 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement EB EB EB EB EB VWB VWB VWB NB NB NB NB Directions Served L L T R R L T R L L T T Maximum Queue (ft) 185 214 175 98 35 284 395 70 238 341 454 427 Average Queue (ft) 66 115 78 36 3 141 184 50 111 155 273 249 95th Queue (ft) 166 189 155 73 18 242 349 61 228 275 400 382 Link Distance (ft) 694 694 541 541 1069 1069 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 395 565 565 50 445 445 Storage BI k Ti me (%) 43 34 0 0 Queuing Penalty (veh) 96 19 0 0 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement NB SIB SIB SIB SIB Directions Served R L T T R MaximumQueue (ft) 71 380 720 665 333 Average Queue (ft) 14 227 392 365 38 95th Queue (ft) 45 402 595 553 187 Link Distance (ft) 1069 850 850 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 380 510 Storage BI k Ti me (%) 0 7 1 0 Queuing Penalty (veh) 2 16 1 0 Intersection: 2: Worth Crossing/Leake Square & Proffit Rd IVbvenwt EB VWB NB NB SIB Directions Served LT LT LT R LTR MaximumQueue (ft) 88 123 71 70 56 Average Queue (ft) 7 23 31 27 11 95th Queue (ft) 42 74 60 53 37 Link Distance (ft) 541 540 801 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 240 Storage BI k Ti me (%) 0 Queuing Penalty (veh) 0 Proffit Road Traffic Study SimTraffic Report EPR Page 1 Queuing and Blocking Report 2023 No Build AM Intersection: 3: Proffit Rd & Pritchett Lane IVbvement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) EB SIB LT LR 42 66 4 23 22 52 1517 783 09/05/2018 Proffit Road Traffic Study SimTraffic Report EPR Page 2 Queuing and Blocking Report 2023 No Build PM 09/05/2018 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement EB EB EB EB EB VWB VWB WB NB NB NB NB Directions Served L L T R R L T R L L T T Maximum Queue (ft) 182 215 270 159 140 274 500 62 158 445 747 701 Average Queue (ft) 92 138 137 82 23 135 319 48 52 179 450 426 95th Queue (ft) 189 206 246 148 83 236 524 62 130 436 649 622 Link Distance (ft) 694 694 541 541 1069 1069 Upstream Blk Time (%) 1 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 395 565 565 50 445 445 Storage BI k Ti me (%) 66 43 0 9 Queuing Penalty (veh) 137 44 1 15 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement NB SIB SIB SIB SIB Directions Served R L T T R MaximumQueue (ft) 98 380 816 731 509 Average Queue (ft) 22 249 428 387 69 95th Queue (ft) 67 427 699 630 293 Link Distance (ft) 1069 850 850 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 380 510 Storage BI k Ti me (%) 3 11 2 0 Queuing Penalty (veh) 22 20 4 1 Intersection: 2: Worth Crossing/Leake Square & Proffit Rd IVbvenwt EB VWB NB NB SIB Directions Served LT LT LT R LTR MaximumQueue (ft) 73 77 99 59 31 Average Queue (ft) 4 19 42 31 11 95th Queue (ft) 30 54 77 50 29 Link Distance (ft) 541 540 801 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 240 Storage BI k Ti me (%) Queuing Penalty (veh) Proffit Road Traffic Study SimTraffic Report EPR Page 1 Queuing and Blocking Report 2023 No Build PM Intersection: 3: Proffit Rd & Pritchett Lane IVbvement EB SIB Directions Served LT LR Max n-um Queue (ft) 63 50 Average Queue (ft) 7 16 95th Queue (ft) 32 42 Link Distance (ft) 1517 783 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) 09/05/2018 Proffit Road Traffic Study SimTraffic Report EPR Page 2 Queuing and Blocking Report 2023 Build AM 09/05/2018 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement EB EB EB EB EB VWB VWB WB NB NB NB NB Directions Served L L T R R L T R L L T T Maximum Queue (ft) 170 199 212 97 32 299 439 72 227 382 461 454 Average Queue (ft) 55 114 97 35 3 151 214 50 109 156 281 258 95th Queue (ft) 148 180 189 75 17 259 409 63 223 277 406 395 Link Distance (ft) 694 694 541 541 1069 1069 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 395 565 565 50 445 445 Storage BI k Ti me (%) 50 39 0 0 Queuing Penalty (veh) 117 22 0 0 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement NB SIB SIB SIB SIB Directions Served R L T T R MaximumQueue (ft) 78 380 690 626 247 Average Queue (ft) 15 238 380 349 26 95th Queue (ft) 51 417 593 536 116 Link Distance (ft) 1069 850 850 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 380 510 Storage BI k Ti me (%) 1 7 1 0 Queuing Penalty (veh) 7 16 1 0 Intersection: 2: Worth Crossing/Leake Square & Proffit Rd IVbvenwt EB EB VWB NB NB SIB Directions Served LT R LT LT R LTR MaximumQueue (ft) 114 24 100 81 74 62 Average Queue (ft) 9 0 22 32 29 10 95th Queue (ft) 50 0 67 63 58 37 Link Distance (ft) 541 537 801 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 240 Storage BI k Ti me (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Proffit Road Traffic Study SimTraffic Report EPR Page 1 Queuing and Blocking Report 2023 Build AM Intersection: 3: Proffit Rd & Pritchett Lane IVbvement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) EB VWB SIB LT TR LR 47 2 62 3 0 22 21 2 51 1493 1017 783 Intersection: 4: Proffit Rd & Site IVbvenwt EB SIB Directions Served LT LR MaximumQueue (ft) 49 46 Average Queue (ft) 4 18 95th Queue (ft) 26 38 Link Distance (ft) 537 305 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) 09/05/2018 Proffit Road Traffic Study SimTraffic Report EPR Page 2 Queuing and Blocking Report 2023 Build PM 09/05/2018 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement EB EB EB EB EB VMB VM3 VMB NB NB NB NB Directions Served L L T R R L T R L L T T Maximum Queue (ft) 217 236 290 226 166 272 556 61 137 445 758 770 Average Queue (ft) 116 158 172 108 27 124 438 48 42 167 457 432 95th Queue (ft) 220 220 255 194 93 229 619 63 109 422 690 667 Link Distance (ft) 694 694 541 541 1069 1069 Upstream Blk Time (%) 0 10 0 Queuing Penalty (veh) 0 17 0 Storage Bay Dist (ft) 395 565 565 50 445 445 Storage BI k Ti me (%) 0 79 40 0 10 Queuing Penalty (veh) 0 171 43 1 16 Intersection: 1: Route 29 & Airport Rd/Proffit Rd IVbvement NB SIB SIB SIB SIB Directions Served R L T T R MaximumQueue (ft) 120 380 807 752 467 Average Queue (ft) 28 247 399 359 60 95th Queue (ft) 112 419 660 600 259 Link Distance (ft) 1069 850 850 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 380 510 Storage BI k Ti me (%) 1 9 2 0 Queuing Penalty (veh) 10 18 3 1 Intersection: 2: Worth Crossing/Leake Square & Proffit Rd IVbvenwt EB VMB NB NB SIB Directions Served LT LT LT R LTR MaximumQueue (ft) 85 100 120 85 42 Average Queue (ft) 5 42 51 35 11 95th Queue (ft) 39 94 111 71 31 Link Distance (ft) 541 537 801 625 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 240 Storage BI k Ti me (%) 2 0 0 Queuing Penalty (veh) 0 0 0 Proffit Road Traffic Study SimTraffic Report EPR Page 1 Queuing and Blocking Report 2023 Build PM 09/05/2018 Intersection: 3: Proffit Rd & Pritchett Lane IVbvement EB SIB Directions Served LT LR MaximumQueue (ft) 59 55 Average Queue (ft) 7 17 95th Queue (ft) 31 42 Link Distance (ft) 1493 783 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 4: Proffit Rd & Site IVbvement EB SIB Directions Served LT LR MaximumQueue (ft) 64 33 Average Queue (ft) 9 11 95th Queue (ft) 38 30 Link Distance (ft) 537 305 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 283 Proffit Road Traffic Study SimTraffic Report EPR Page 2 EPRPc EPR, PAC. "ENGINEERING & PLANNING RESOURCES" 902 E JEFFERSON ST. UNIT 101, CHARLOTTESVILLE, VA 22902 Appendix J VDOT Road Design Manual Turn Lane Warrant Forms Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Proffit Road Development TIA Intersection: Proffit Road/Site Approach Direction: Eastbound Peak Hour: AM Peak Hour Left Turns (V,): 11 vph Advancing Volume (VA): 337 vph Opposing Volume (Vo): 460 vph Operating/Design Speed (V): 50 mph • Left Turns in VA (L): 5% (Calculated Value: 3.3%) • Trucks in VL: 0% Conclusion: No Left Turn Lane Required = 700 a 600 LU Z) 500 J O 400 (D Z U3 300 O a 200 O 0 100 ■■■■■■■■■■■■�■■■■■■■■■■■■■■■■ ■ ■■■■■■■■■■■■■�■■■■■■■■■■■■■■■■ . - ■ ME ■■■■■■■■■■■■■■W ■■■■■■■■■■■ ■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■1 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■ _ ■■..■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Left -Turn Storage Lanes on Two -Lane Highway Project: Proffit Road Development TIA Intersection: Proffit Road/Site Approach Direction: Eastbound Peak Hour: PM Peak Hour Left Turns (V,): 39 vph Advancing Volume (VA): 504 vph Opposing Volume (Vo): 303 vph Operating/Design Speed (V): 50 mph • Left Turns in VA (L): 10% (Calculated Value: 7.7%) • Trucks in VL: 0% Conclusion: Left Turn Lane Required E:10I011 = 700 a- j 600 w 500 J O 400 0 Z 300 O a- a- 200 O 100 At -Grade, Unsignalized Intersections S = Storage Length Required ■■■■■■■■■�1■■■■■■■■■■■■■■■■■■■ - 01 ■■■■■■■■■■■■1 ■■■■■■■■■■ ■■■■■■■■■■■■■■■■■ ■1 1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■1 No Left-Turn1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■1 - Required 1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■L--------- J■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 200 400 600 800 1000 VA ADVANCING VOLUME (VPH) Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Proffit Road Development TIA Intersection: Proffit Road/Site Approach Direction: Peak Hour: PHV Right Turns: PHV Approach Total: Westbound AM 1 vph 460 vph Conclusion: No Turn Lanes or Tapers Required 120 100 v r w 80 LU U_ 2 LU 7 c 60 a Ir D x 0 40 y x a 20 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR Warrant for Right -Turn Storage Lanes on Two -Lane Highway Project: Proffit Road Development TIA Intersection: Proffit Road/Site Approach Direction: Peak Hour: PHV Right Turns: PHV Approach Total: Westbound PM 1 vph 303 vph Conclusion: No Turn Lanes or Tapers Required 120 100 v r w 80 LU U_ 2 LU 7 c 60 a Ir D x 0 40 y x a 20 100 200 300 400 Soo 600 700 PHV APPROACH TOTAL, VEHICLES PER HOUR