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Home My WebLink AboutZMA202300001 Study 2023-02-21•�0000 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. To: Tyler Ammermann Up Campus Student Living, LLC From: Thomas Ruff, PE, PTOE, AICP RE: 1193 Seminole Trail 608 Preston Avenue Suite 200 Charlottesville, VA 22903 Turn Lane Warrant Analysis & Access Management Exception Date: February 20, 2023 Copy: Clint Shifflett, PE (TG); Megan Nedostup, AICP (JLL) P 804.200.6500 F 804.560.1016 www.timmons.com O % C U THO- AS SOWNE RUFF a Lic. No. 055085 Lin 2 0/ A.4 Timmons Group performed a turn lane warrant analysis and access management exception (AM- E) for the proposed 1193 Seminole Trail residential development by Up Campus on US Route 29 in Albemarle, Virginia. The site is located just south of the US Route 29 at Greenbrier Drive intersection, on the southeast quadrant. See Figure 1 for the site location (all figures can be found at the end of this memorandum). The proposed development will consist of approximately 300 dwelling units of multi -family housing in a 5-story building. The site will have approximately 7,500 SF of general commercial space on the first floor. Access to the site will be provided via two (2) proposed partial access entrances on US Route 29, one of which will be right -in only (370' from stop bar) and one of which will be a shared right-in/right-out entrance with the WaWa property located at 1215 Seminole Trail (125' from stop bar). The project is expected to be completed within 3 years; therefore, a 2026 buildout year has been assumed. The site layout is shown in Figure 2. Background Information US Route 29 is a ten -lane, divided principal arterial with a posted speed limit of 45 mph. According to 2019 VDOT count data, US Route 29 services approximately 54,000 vehicles per day and primarily serves as the major corridor for traffic through Albemarle County. Greenbrier Drive (Route 866) is a three -lane, undivided urban major collector. To the west of US Route 29, the roadway is posted at 35 mph and carries approximately 8,000 vehicles per day. To the east of US Route 29, the roadway is posted at 25 mph and carries approximately 4,800 vehicles per day. Existing Traffic Volumes Peak hour directional turning movement (DTM) counts were collected on January 26, 2023, at the US Route 29 at Greenbrier Drive intersection during the AM (7-9) and PM (4-6) peak hours. Using the collected traffic data, the peak hours were determined to be 7:30 — 8:30 for the AM peak and 4:30 — 5:30 for the PM peak. The 2023 existing volumes can be found in Figure 3. A copy of all count data can be found in Appendix A. CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIs I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES 1193 Seminole Trail Trafc Ana/ysis February 20, 2023 Page 2 of ZO Background Traffic Volumes % TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. The 2023 existing volumes were grown by 1% for 3 years to develop the background 2026 traffic volumes. The 2026 background growth volumes can be found on Figure 4. The existing entrance on US Route 29 for the WaWa development located at 1215 Seminole Trail is proposed to be shared with the 1193 Seminole Trail property. The WaWa development is currently developing at this time and data collection was not possible. The following represents the trip generation and distribution for the background traffic at the WaWa entrance. The WaWa development will consist of approximately 18 fueling positions and a 6,000 SF convenience store. Trips were generated using the ITE's Trip Generation Manual, III Editionfor Land Use Code 945 with fueling positions as the independent variable, respectively. The background trip generation estimate is summarized in Table 1 below: Table 1: Site -Generated Traffic for WaWa Development (Background) WaWa Development Background WER +I Land Use AM Peak Hourm PM Peak Hour Average Land Use Size Units Code In out Total IT out Total DailyTripslsl 1. ITE Trip Generational Convenience Store/Gas Station 18 VFP 945 285 284 569 242 242 484 6 224 Total ITE Generated Trips 285 284 569 242 242 484 6,224 2. Pass -By Trip Reduction12) Pass -By Rate 76% AM (217) (216) (432) 75% PM (182) (182) (363) (4,668) Total Pass -By Trips (217) (216) (432) (182) (182) (363) (4,668) 3. Net New Trips(ITE- Pass -By) 1 68 68 137 60 60 121 1,556 Notes: (1) Based on the lmbtL le of Transportation Engineers Trip Generation, 11 th Edition. Assumes General Urbar/Suburban land use category. (2) Pass -by Rates from RE Trip Generation 11th Edition. ACT set to equal PM as ffE has no ADT Pass -By data. Pass -by trips are trips that would be drawn to the development from the existing traffic stream on adjacent streets. These trips are intermediate stops on the route from an origin to the primary destination (i.e. stopping for gas on the route from work to home). These trips will not add to the overall traffic volumes on the roadway but will add to the turning traffic at the site entrances. In accordance with VDOT Chapter 527 guidelines, the pass -by trip reduction was obtained from the ITE Trip Generation Manual, 111h Edition and indicates a 76% pass -by reduction in the AM peak hour and a 75% pass -by reduction in the PM peak hour. The ADT pass -by rate was assumed to equal the PM rate as ITE has no ADT data. 1193 Seminole Trail • • •% Trafc Ana/ysis February20, 2023 TIMMONS GROUP Page3oflO YOUR�So aCH,.IroT.R.U�.OURR. Based on the existing roadway geometry and traffic volumes, it is estimated that 75% of the WaWa development site traffic will utilize the entrance on US Route 29 as a right-in/right-out for access and 25% will enter via the Greenbrier Drive entrance. The pass -by site trips breakdown is shown on Figure 5. The new site trips breakdown is shown on Figure 6. The 2026 background growth volumes were added to the WaWa pass -by and new trip development volumes. The 2026 background volumes can be found on Figure 7. Proposed Trio Generation & Distribution The proposed 1193 Seminole Trail residential development will consist of approximately 300 dwelling units of multi -family housing in a 5-story building. The site will have approximately 7,500 SF of general commercial space on the first floor. Trips were generated using the ITE's Trip Generation Manual III Edition for Land Use Codes 221 and 822 with dwelling units and square footage as the independent variable, respectively. The trip generation estimate is summarized in Table 1 below: Table 2: Site -Generated Traffic for 1193 Seminole Trail Development 1193 Seminole Trail Development - UpCampus Land Use Land Use Size Units Code In AM Peak Hair Out Total Wei PM Peak Hour In Gut Total Average Daily Trips 1. 1TE Trip Generation") Residential Multi -family Housing (Mid -Rise) 300 D.U. 221 28 92 120 71 46 117 1,385 Residential Subtotal 28 92 120 71 46 117 1,385 Retail General Commercial(<40,000 SF) 7,500 S.F. 822 11 7 18 32 31 63 408 Retail Subtotal 11 7 18 32 31 63 408 Total ITE Generated Trips (Residential +Retail) 39 99 138 1 103 77 180 1,793 Notes: (1) Based on the Institute of Transportation EngineersTrip Generation, 11 In Edition. Assumes General Urbar/Suburban land use category. Based on the existing roadway geometry and traffic volumes, all traffic for the proposed development will have to access the site via one of the two partial access entrances. Given the proximity it is estimated that 75% of the residential and commercial development site traffic will utilize the entrance the first entrance and 25% will utilize the second entrance for access. All exiting traffic will make a right out of the site from the second entrance. The proposed site trips breakdown is shown on Figure 8. Proiected Total Traffic The 2026 background volumes shown on Figure 7 were combined with the site -generated traffic estimates shown on Figure 8 to calculate the 2026 total traffic volumes. The 2026 total traffic volumes are shown on Figure 9. 1193 Seminole Trail Trafc Ana/ysis February 20, 2023 Page 4 of ZO Turn Lane Warrant Analysis % TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. The 2026 total volumes (background growth + WaWA development + proposed site) shown on Figure 9 were used in conjunction with the appropriate left and right turn lane nomographs from Appendix F of the VDOT Road Design Manual. The northbound right turn movements on US Route 29 at both proposed entrances were analyzed for turn lane warrants. The turn lane nomographs used in the analysis are shown on Figures 10 and 11. The turn lane warrant analysis indicates the following: • Northbound right turn lane is warranted on US Route 29 at the right -in only entrance • Northbound right turn lane is warranted on US Route 29 at the shared entrance Given the posted speed limit and urban classification, the minimum turn lane configuration on US Route 29 is 100' of storage and 100' of taper. Access Management Exception Request In accordance with Table 2-2 of the VDOT Road Design Manual, Appendix F and the characteristics of US Route 29 (principal arterial with posted 45 mph speed limit), the proposed shared right-in/right out entrance requires 495 feet (measured centerline to centerline) from the intersection of US Route 29 at Greenbrier Drive. As shown on the conceptual site plan, the proposed shared right-in/right-out entrance spacing from the signalized intersection is 185 feet, or 310 feet short of the standard. In addition, the proposed right -in only entrance requires 495 feet from the proposed shared right-in/right-out only entrance. As shown on the conceptual site plan, the proposed right -in only entrance spacing from the proposed shared right-in/right-out intersection is 245 feet, or 250 feet short of the standard. The proposed right -in only entrance is also located 50 feet from the existing entrance to 1185 Seminole Trail, which is 445 feet short of the standard. An Access Management Exception (AM-E) request is required as both proposed entrances on US Route 29 do not meet spacing standards and both entrances are within the functional area of the adjacent US Route 29 at Greenbrier Drive signalized intersection. An operational analysis of the existing, background, and proposed conditions has been performed to provide supporting documentation for the AM-E request. 1193 Seminole Trail • • •% Trafc Ana/ysis February20, 2023 TIMMONS GROUP Page 5oflO YOUR V1,IoN ACHIEVED THROUGH OURS. Operational and Oueuina Analysis Per VDOT traffic engineering policy, the existing 2023 peak hour volumes, the 2026 background volumes with the WaWa development, and the projected 2026 total peak hour volumes were analyzed using appropriate TOSAM methodology to determine the operational effectiveness of the existing intersection geometry, the background geometry, and the impacts of the proposed new site traffic. The operational and queuing analyses were performed using SYNCHRO Version 11 and HCM 6th Edition methodologies for the signalized intersection and HCM 2000 for the proposed unsignalized intersections due to the geometric limitations of HCM 61h Edition. It should be further noted that the number of lanes on US Route 29 is reduced to 4 for the background and total scenarios for the HCM 2000 analysis only, as HCM 2000 does not allow calculation of 5 lanes on the mainline. The SimTraffic analysis is completed using the appropriate geometry. The analysis assumed level terrain, exclusion of bus or parking impacts, exclusion of pedestrians, heavy vehicle percentages based on collected traffic data, use of the existing PHF for all analysis years for the signalized intersection and used a PHF of factor 0.92 for the proposed intersections. The corresponding SYNCHRO worksheets are included in Appendix B. 1193 Seminole Trail Traffic Analysis February 20, 2023 Page 6 of10 TIMMONS GROUP Table 3 summarizes the existing 2023 intersection LOS, delay, 95th percentile queue lengths, and maximum queue lengths based on the existing traffic volumes the existing geometry. Table 3: Intersection Level of Service, Delay, and Queue Summary Existing 2023 Conditions Intersection and Type of Control Movement and Approach TOSAM Turn Lane Storage (ft) AM PEAK HIX1R PM PEAK HIX1R Delay r (sec/eh) LOS r HCS 95th Percentile Queue Length (ft) Simulated Marimum Queue Length (ft) Delay' LOS , (seciveh) HCS 95th Percentile Queue Length (ft) Simulated Marimum Queue Length (ft) 1. LIS Route 29 (N-S) at Greenbrier Drive(E-W) Signalized EB Left 2W 48.1 D 137 169 53.3 D 183 192 EB Thru 49.9 D 90 155 50.3 D 113 172 EB Right 325 50.8 D 0 78 47.2 D 24 90 EBAppraach 49.4 D - - 5al D - - W B Left 425 45.2 D 107 158 44.7 D 98 128 WBTMu/Right 90.1 F #165 165 99.1 F #251 254 WBAppraach 67.6 E -- -- 8ao E - - NB Dual Left 750 48.6 D #135 207 55.8 E #171 236 NB Thru 19.9 B 219 311 23.8 C 391 410 NB Thru-Right 21.0 C -- 61 25.8 C -- 126 WApproach SB Left 275 23.7 61.0 C E -- 117 -- 267 27.3 C 69.8 E - 65 -- 272 SBThru 28.4 C 384 375 33.4 C 442 373 SB Right 300 8.8 A 30 98 9.8 A 14 84 SBApproach 27.8 C -- -- 32.3 C - - Overall 29.3 1 C I -- 332.3 C -- -- ' Oeeraii infersecbbn LOS and delay reported for9gnaiized infeisecdons and roundabouts only # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. As shown in Table 3, the overall signalized intersection operates at LOS C during both the AM and PM peak hours. The mainline movements on northbound and southbound US Route 29 do not have any operational issues. The side street approaches operate at LOS D for all movements except for the westbound through/right. The queuing analysis shows that all existing turn lanes are capable of handling the existing volumes. It should be noted that the northbound through -right lane on US Route 29 at Greenbrier Drive has a simulated queue of 61 feet in the AM peak and 126 feet in the PM peak. 1193 Seminole Trail Traffic Analysis February 20, 2023 Page 7 of10 •! as TIMMONS GROUP YOUR VISION ACH I Ell. T.- - . 1- Table 4 summarizes the projected 2026 background intersection LOS, delay, 95th percentile queue lengths, and maximum queue lengths based on the background traffic volumes and background geometry with the WaWa right-in/right-out entrance. Table 4: Intersection Level of Service, Delay, and Queue Summary Background 2026 Conditions Intersection and Type of Control Movement and Approach TOSAM Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay' (sec/veh) LOS r HCS 95th Percentile Queue Length (ft) Simulated Mammum Queue Length (ft) Delay' LOS i (sec/veh) HCS 95th Percentile Queue Length (ft) Simulated Mabmum Queue Length (ft) 1. US Route 29 (N-S) at Greenbrier Drive (E-W) Signalized EB Left 200 49.1 D 142 184 54.5 D 187 195 EBThru 50.0 D 92 145 54.8 D 116 223 EB Right 325 56.1 E 0 92 137.5 F 29 149 EBApproach 51.8 D - -- 90.4 F -- -- WBLeft 425 64.7 E #234 295 46.7 D 164 237 WBThru/Right 94.0 F #169 215 106.7 F #261 274 WBAppzgach 75..3 E -- -- T/.6 E -- -- NB Dual Left 750 48.6 D #142 98 57.9 E #180 98 NB Thou 23.0 C 237 165 27.4 C 420 161 NBThru-Right 24.5 C -- 116 30.2 C -- 123 ADApprnach 26.4 c - -- 308 c -- -- SB Left 275 122.4 F #268 274 176.8 F #215 274 SBThru 28.3 C 378 512 33.4 C 455 430 SB Right 300 9.0 A 33 98 9.5 A 16 126 SBApproach Overall 33.1 33.9 c C - -- - -- 37.9 D 40.6 D - -- - -- 2. US Route 29 (N-S) at WaWa Ri/RO Entrance (E-W) Unsignalized WB Right 19.8 C 67 121 27.3 C 81 203 WBApprvach 19.8 C - - 27.3 - - NB Thou t t t t t t t t NBThm-Right t t t t t t t t ABApprcaol t t - - t t - - SBThru t t t t t t t t SBAAWWOy t t 1 - - t t - - ' Overa//inters"on LOS and delayrePorfed forsigna/izedinrersecbons and roundabouts o dy t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is marimum after two cycles. As shown in Table 4, the overall signalized intersection continues to operate at LOS C during the AM peak but worsens to operate at LOS D during the PM peak. The mainline movements on northbound and southbound US Route 29 do not have any operational issues. The southbound left to access the WaWa through Greenbrier Drive sees additional operational delays but the queues are contained within the existing turn lane. The side street approaches have a worsening delay due to the additional background volumes and the additional WaWa volumes on Greenbrier Drive. The queuing analysis shows that all turn lanes are capable of handling the volumes. It should be noted that the northbound through -right lane on US Route 29 at Greenbrier Drive has a simulated queue of 116 feet in the AM peak and 123 feet in the PM peak. 1193 Seminole Trail Traffic Analysis February 20, 2023 Page 8 of10 TIMMONS GROUP Table 5 summarizes the projected 2026 total intersection LOS, delay, 95th percentile queue lengths, and maximum queue lengths based on the total traffic volumes and proposed geometry with a shared right-in/right-out entrance with WaWa and a right -in only entrance. The right -in entrance is not shown on the figure as there is no operational results for an unsignalized through - right movement. Table 5: Intersection Level of Service, Delay, and Queue Summary Total 2026 Conditions Intersection and Type of Control Movement and Approach TOSAM Turn lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay r (sec/veh) HCS 95th LOS b Percentile Queue Length (ft) Simulated Maximum Queue Length (ft) Delay' (sec/veh) LOS r HCS 95th Percentilem Queue Length (ft) Simulated Maximu Queue Length (ft) 1. LIS Route 29 (N-S) at Greenbrier Drive(E-W) Signalized EB Left 200 49.1 D 142 162 54.5 D 187 192 EBThru 50.0 D 92 119 54.8 D 116 246 EB Right 325 56.1 E 0 84 137.5 F 29 185 EBApproach 51.8 D - -- 90.4 F -- -- W B Left 425 64.7 E #234 1 318 46.7 1 D 164 211 WBThru/Right 94.0 F #169 249 106.7 F #261 261 WBApproach 75.3 E - -- 77.6 E -- - NBDualLeft 750 48.6 D #142 98 57.9 E #180 98 NBThru 23.4 C 255 163 28.0 C 440 161 NBThru-Right 25.1 C -- 117 31.1 C - 122 NBApproach 267 C - -- 31.3 c -- - SBLeft 275 122.4 F #268 274 176.8 F #215 274 SBThru 28.3 C 378 492 33.4 C 455 492 SB Right 300 9.0 A 33 108 9.5 A 16 129 SBApproach 33.1 C - -- 37..9 D -- - Overall 33.9 C -- -- 40.7 D -- -- 2. LIS Route 29 (N-S) at WaWa RI/RO Entrance (E-W) UrGignalized WB Right 30.5 D 145 212 47.9 D 175 290 WBApproach 30.5 D - -- 47.9 -- -- NBThru NBThru-Right t t t t t t t t t t t t t t t t NBApproach t t - -- t t -- -- SBThru t t t t t t t t SBApproach t t - --I t t -- - 'Omrailinters"on LOS and dWaymportrdfor Wmlizedintersecftb andmWdaLvAs only t SVNCHRO does not provide level of service or delay for un signalized movements with no conflicting volumes. # - 95th percentile volume exceeds capadty, queue may be longer. Queue shown is maximum after two cycles. As shown in Table 5, the overall signalized intersection continues to operate at LOS C during the AM peak and at LOS D during the PM peak. The mainline movements on northbound and southbound US Route 29 do not have any operational issues. The southbound left to access the WaWa through Greenbrier Drive sees additional operational delays but the queues are contained within the existing turn lane. The side street approaches have a worsening delay due to the additional background volumes and the additional WaWa volumes on Greenbrier Drive. The queuing analysis shows that all turn lanes are capable of handling the volumes. It should be noted that the northbound through -right lane on US Route 29 at Greenbrier Drive has a simulated queue of 117 feet in the AM peak and 122 feet in the PM peak. 1193 Seminole Trail Trafc Ana/ysis February 20, 2023 Page 9 of ZO Conclusions IS % TIMMONS GROUP YOUR V1SION ACHIEVED THROUGH OURS. A turn lane warrant analysis, queuing analysis, and operational analysis were prepared in support of the proposed residential development located at 1193 Seminole Trail. The results of the analysis indicate the following: • The proposed development on US Route 29 will consist of approximately 300 dwelling units of multi -family housing with approximately 7,500 SF of commercial space in the first floor. The proposed development will generate a total of 1,793 daily trips, 138 AM peak trips (39 in and 99 out), and 180 PM peak trips (103 in and 77 out). • Access to the site will be provided via two (2) proposed partial access entrances on US Route 29, one of which will be right -in only (370' from stop bar) and one of which will be a shared right-in/right-out entrance with the WaWa property located at 1215 Seminole Trail (125' from stop bar). • A turn lane warrant analysis was performed for the northbound right turn movements on US Route 29 at the two (2) proposed entrances. The analysis shows that both entrances warrant right turn lanes based on the proposed traffic volumes. • The operational analysis of the 2023 existing conditions found that the overall signalized intersection of US Route 29 at Greenbrier Drive operated at LOS C during both peak hours. The queuing analysis shows that all existing turn lanes are capable of handling the existing volumes. • Under 2026 background conditions with the WaWa development only, the overall signalized intersection of US Route 29 at Greenbrier Drive maintained similar levels of service to the existing, with only the SB left and WB left operating poorly due to the additional traffic from the gas station. The queuing analysis shows that all existing turn lanes are capable of handling the background volumes. • Under 2026 total conditions with the proposed mixed -use development only, the overall signalized intersection of US Route 29 at Greenbrier Drive maintained similar levels of service to the background and did not make the side streets worse. The queuing analysis shows that all existing turn lanes are capable of handling the background volumes. • Per VDOT standards, a proposed partial access entrances on a principal arterial posted at 45 mph will require 495 feet from any other intersection. The proposed shared right- in/right-out entrance with WaWa is located 185 feet from the signalized intersection and will require an exception of 310 feet. The proposed right -in only entrance is located 50 feet from the existing entrance to 1185 Seminole Trail, which will require an exception of 445 feet. 1193 Seminole Trail Trafc Ana/ysis February 20, 2023 Page 10 of 10 Recommendations % TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. While the turn lane warrant analysis indicates a northbound right turn lane is warranted at both proposed partial access entrances to US Route 29, the installation of those improvements is not recommended for the following reasons: 1. Improvement on Existing Conditions — The parcel for 1215 Seminole Trail (WaWa) has 2 existing right-in/right-out partial entrances on US Route 29. The parcel for 1193 Seminole Trail (new development) has 2 existing right-in/right-out partial entrances on US Route 29. The proposed development will condense the 4 existing partial access entrances down to 2 partial access entrances, one of which will be right -in only. 2. Existing Through -Right Lane — The existing northbound US Route 29 corridor has a 5-lane section that is made up of 4 through lanes and 1 through -right lane. The operational analysis found that the queuing for the northbound through -right lane at the signalized intersection was less than 130 feet in the existing conditions, which indicates that the lane has capacity to perform as a de facto right turn lane. 3. Impact on Adiacent Property — Based on survey data, the existing right-of-way along US Route 29 is insufficient to accommodate widening associated with the aforementioned auxiliary turn lane. The geometric improvements would require the acquisition of right- of-way from adjacent landowners and construction costs in excess of $1,000,000 for the benefit of 4 left turns. 4. Operational Analysis — Per the operational analysis, the through -right lane on US Route 29 northbound does not have queuing or capacity concerns. The analysis shows that the addition of the traffic volumes for the proposed development will not have a negative impact on the operations of the signalized intersection nor the US Route 29 corridor. Based on the summary of information provided in this report, a northbound right turn lane on US Route 29 is not recommended for installation in association with the proposed residential development for either the proposed shared right-in/right-out partial entrance or the proposed right -in partial entrance. In addition, given the improvement to the existing access management on US Route 29 northbound, it is recommended that the Access Management Exception (AM-E) be approved for both proposed partial access entrances to be installed at less than the minimum spacing standard. The VDOT form for requesting an AM-E is included in Appendix C. f ; <YY� /FLOP iI � ♦' � \ ` 40" r C., L tP � r o V m 3 , Y , � d �-r w, �'ti�" •2-/` ' �� \°` `.*+_�'�; 6a� Michaeyk+ J i ee N(Yr TOSCALE ?r•!` e 4, r7 � f�.„ _ • r � � ' � ,a-\�R RMS �PAVERS. IF RMUIRED BY I U :;I gO C, FIRE MARS=ACCESS MR FIRE CESACCESSNNNEEnON M MJACEW PARKINOLOTBYO Greenbrier Drive (157) 123 (71) 60 (174) 103 L 12 (26) 79 (116) 91 (77) (172) 183 (0) 0 t 182 (219) 0 (0) I � m P N P Im WaWa m cz m I N N.� Proposed — — — — Shared RI/RO Entrance t P N n O P N Proposed RI Only Entrance 1� C% o N n 0 v O N NOT TO SCALE 7 1193 Seminole Trail Residential Development TIMMONS GROUP 2023 Existing Volumes .o1111.11'.. 111111 11 "1111�'-Gii 1."1 Albemarle, VA Greenbrier Drive LEGEND: — Existing Road - - - - Proposed Access Signalized Intersection Stop Controlled Intersection f Stop Sign Location Lane Comfguration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes Figure K, Greenbrier Drive Q p�P (162) 127 (73) 62 (179) 106 -� L 12 (27) � 81 (120) 94 (79) (177) 189 (0) 0 N N P N VI m�s WaWa I N N t 187 (226) 0 (0) I — — — Proposed — Shared RI/RO t Entrance P O m N ti O � v N Proposed RI Only Entrance tP 01 m o O �V NOT TO SCALE 7 1193 Seminole Trail Residential Development TIMMONS GROUP 2026 Background Growth 1.1111.11'.. 111111 11 "1111�'-Gii 1."1 Albemarle, VA Greenbrier Drive LEGEND: — Existing Road - - - - Proposed Access Signalized Intersection Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes Figure 51 m N d 7 O O^P P P L o (0) 0 (0) F o (0) Greenbrier .11 �. -64 (45) j o (o) Greenbrier Drive (o) 0 � 0 ~ i Drive ♦ 49) 54 O O O P O O O O Wawa L 163 (137) I Proposed — — — — Shared RI/RO Entrance LEGEND: Proposed RI — Existing Road _ — — — Only Entrance __ -- Proposed Access Signalized Intersection t r C% O O Stop Controlled Intersection yf Stop Sign Location G: Lane Configuration 99 00 AM Peak Hour Volumes NOT TO SCALE 7 00 ( ) PM Peak Hour Volumes .*see 1193 Seminole Trail Residential Development Fig Ure WaWa Pass -By Trips TIMMONS GROUP 5 .o1111.11'.. 111111 11 "1111�'-Gii 1.111 Albemarle, VA Greenbrier Drive a+ N N 7 O 99 y 7 gov to (0) J 1 �. 1' (is) (0) o 1 (0) 0— (0) o i 0 (0) r 0 (0) (0) 0 — (15) 17 7 I I o..o I ^o gVg WaWa I � 4.51 (45) I Proposed — — — — Shared RI/RO t f* o.. Entrance oa Proposed RI Only Entrance tr N o i po 3 0 NOT TO SCALE 7 4t 1193 Seminole Trail Residential Development TIMMONS GROUP WaWa New Site Trips Albemarle, VA Greenbrier Drive LEGEND: — Existing Road - - Proposed Access �-.pp- �6 Signalized Intersection Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes Figure 31 Greenbrier Drive NOT TO SCALE (162) 127 (73) 62 (179) 106 L 12 (27) 81 (120) 165 (139) F 187 (226) j 0 (0) l (177) 189 — ♦ r (60) 71 ..o nmv N I n N WaWa m N N O �N � I I 4.214 (182) I Proposed — — — — Shared RI/RO Entrance 1r — — Proposed RI Only Entrance 4t 1193 Seminole Trail Residential Development TIMMONS GROUP 2026 Background Volumes Albemarle, VA Greenbrier Drive LEGEND: — Existing Road - - -p- Proposed Access �6 Signalized Intersection Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes Figure 7 Greenbrier Drive a+ N N a+ 7 O 99 y 7 goo to (0) 00o F0 (0) (0) 0-4 (0) 0— (0) 0 i � 0 (0) `0 (0) (0) 0 y (0) 0 7 1)tr I f* omo m 00 I 00 sVs WaWa I t.99 (77) I Proposed — — — — Shared RI/RO t f* 00 Entrance s� vN — — Proposed RI Only Entrance tr o% o m N y N V 3 O NOT TO SCALE 7 1193 Seminole Trail Residential Development TIMMONS GROUP Proposed New Site Trips Albemarle, VA Greenbrier Drive LEGEND: — Existing Road - - -p- Proposed Access �6 Signalized Intersection Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes Figure '3 Greenbrier Drive NOT TO SCALE (162) 127 (73) 62 (179) 106 -� L 12 (27) 81 (120) 165 (139) t 187 (226) 0 (0) Y (177) 189 i * r (60) 71 N nJP N D N WaWa mQo I N N vv I 313 (259) I Proposed — — — — Shared RI/RO Entrance 1r 1r VI N m Proposed RI Only Entrance 1193 Seminole Trail Residential Development TIMMONS GROUP 2026 Total Future Volumes .o1111.11'.. 111111 11 "1111�'-Gii 1.111 Albemarle, VA Greenbrier Drive LEGEND: — Existing Road - - - - Proposed Access Signalized Intersection Stop Controlled Intersection f Stop Sign Location Lane Configuration 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes Figure X1 GUIDELINES FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY) FIGURE 3-27 VDOT ROAD DESIGN MANUAL APPENDIX F 120 100 FULL -WIDTH TURN LANE AND TAPER wH�w M O 80 ••+w•:�i:'it:'w•:v�••�:�:'i�r: fA 77 ii:ti+':r.''ri•: ' w J................................ U w •: : {.. > 60 ;:: ; TAPER REQUIRED 2 Q H H 40 > a 29 20 H NO TURN LANES OR TAPERS REQUIRED 200 LEGEND 0 AM Peak Hour - -0- - PM Peak Hour 400 600 800 1000 1200 PHV APPROACH TOTAL, VEHICLES PER HOUR RIGHT TURN LANE WARRANTED ,.... Right -Turn Lane Guideline 2026 Total Volumes TIMMONS GROUP NB Right on US 29 at RI Only Entrance I I I I I I I I I I I I I I I I _ I 1400 I 1884 1 I I 2723 Figure IIE GUIDELINES FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY) FIGURE 3-27 VDOT ROAD DESIGN MANUAL APPENDIX F 224 207 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 120 I I 100 FULL -WIDTH TURN LANE AND TAPER REQUIRED I � I � I O I w I a 80 I w I U I S I > :: ::::::;:;:::::::::::::::;;::•:•:•:•. . 60 :: TAPER REQUIRED :;::::: ui Z I x I � I H x I (7 40 I RE I x I a I 20 NO TURN LANES OR I I TAPERS REQL-IRED I I I 200 400 600 800 1000 1200 1400 I PHV APPROACH TOTAL, VEHICLES PER HOUR I 2601 LEGEND 0 AM Peak Hour - -0- - PM Peak Hour RIGHT TURN LANE WARRANTED 9000 Right -Turn Lane Guideline Figure •' 2026 Total Volumes TIMMONS GROUP 11 YOUR VISION ACHIEVED THROUGH OURS_ NB Right on US 29 at Shared Entrance APPENDIX A 2022 Traffic Data Data Collection Group LSmith@DataCollectionGroup.net File Name : Rte 29 and Greenbrier Site Code Start Date : 1/26/2023 Page No 1 Ornums Printed- Passenger Veh - Trucks Rte 29 Greenbrier Dr Rte 29 Greenbrier Dr From North From East From South From West Start Time Left I Thru I RightA . Total Left I Thru I Right App. Total Left Thru Right App. Total Left I Thou I Right I App. Total Int Total 07:00 AM 8 321 37 366 13 14 5 32 20 251 6 277 13 8 10 31 706 07:15 AM 9 427 31 467 18 5 3 26 19 278 8 305 18 5 15 38 836 07:30 AM 15 498 41 554 28 15 4 47 44 338 9 391 35 16 16 67 1059 07:45 AM 19 520 63 602 23 27 4 54 61 377 6 444 29 14 31 74 1174 Total 51 1766 172 1989 82 61 16 159 144 1244 29 1417 95 43 72 210 3775 08:00 AM 23 496 45 564 21 13 2 36 56 404 14 474 30 12 28 70 1144 08:15 AM 26 436 49 511 19 24 2 45 57 364 11 432 29 18 28 75 1063 08:30 AM 7 478 60 545 23 19 2 44 27 353 12 392 31 12 27 70 1051 08:45 AM 16 493 66 575 12 23 9 44 52 341 16 409 32 15 26 73 1101 Total 72 1903 220 2195 75 79 15 169 192 1462 53 1707 122 57 109 288 4359 04:00 PM 8 388 30 426 18 19 11 48 47 550 21 618 61 29 62 152 1244 04:15 PM 12 442 31 485 19 16 10 45 59 517 20 596 43 24 42 109 1235 04:30 PM 8 425 22 455 22 27 11 60 63 566 22 651 39 15 47 101 1267 04:45 PM 11 479 37 527 16 30 6 52 51 524 14 589 33 21 47 101 1269 Total 39 1734 120 1893 75 92 38 205 220 2157 77 2454 176 89 198 463 1 5015 05:00 PM 9 519 42 570 21 36 5 62 70 554 18 642 51 19 47 117 1391 05:15 PM 5 490 43 538 18 23 4 45 47 514 14 575 34 16 33 83 1241 05:30 PM 6 482 43 531 23 14 5 42 41 499 20 560 29 13 42 84 1217 05:45 PM 4 418 27 449 15 16 6 37 44 459 8 511 34 18 33 85 1082 Total 24 1909 155 2088 77 89 20 186 202 2026 60 2288 148 66 155 369 4931 Grand Total 186 7312 667 8165 309 321 89 719 758 6889 219 7866 541 255 534 1330 18080 Apprch % 2.3 89.6 8.2 43 44.6 12.4 9.6 87.6 2.8 40.7 19.2 40.2 Total % I 40.4 3.7 45.2 1.7 1.8 0.5 4 4.2 38.1 1.2 43.5 3 1.4 3 7.4 Passenger Veh 177 7058 641 7876 291 307 86 684 740 6680 214 7634 533 241 522 1296 17490 %Passenger Veh 95.2 96.5 96.1 96.5 94.2 95.6 96.6 95.1 97.6 97 97.7 97.1 98.5 94.5 97.8 97.4 96.7 Trucks 9 254 26 289 18 14 3 35 18 209 5 232 8 14 12 34 590 % Trucks 4.8 3.5 3.9 3.5 5.8 4.4 3.4 4.9 2.4 3 2.3 2.9 1.5 5.5 2.2 2.6 3.3 Data Collection Group LSmith@DataCollectionGroup.net File Name : Rte 29 and Greenbrier Site Code Start Date : 1/26/2023 Page No : 2 Rte 29 1 Greenbrier Dr I Rte 29 1 Greenbrier Dr Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection BeRins at 07:30 AM 07:30 AM 15 498 41 554 28 15 4 47 44 338 9 391 35 16 16 67 1059 07:45 AM 19 520 63 602 23 27 4 54 61 377 6 444 29 14 31 74 1174 08:00 AM 23 496 45 564 21 13 2 36 56 404 14 474 30 12 28 70 1144 08:15 AM 26 436 49 511 19 24 2 45 57 364 11 432 29 18 28 75 1063 Total Volume 83 1950 198 2231 91 79 12 182 218 1483 40 1741 123 60 103 286 4440 % Ann. Total 3.7 87.4 8.9 50 43.4 6.6 12.5 85.2 2.3 43 21 36 PBF .798 .938 .786 .926 .813 .731 .750 .943 .893 .918 .714 .918 .879 .833 .831 .953 .945 Passenger Veh 79 1853 187 2119 85 77 10 172 213 1416 38 1667 122 57 95 274 4232 %Passenger Veh 95.2 95.0 94.4 95.0 93.4 97.5 83.3 94.5 97.7 95.5 95.0 95.7 99.2 95.0 92.2 95.8 95.3 Trucks 4 97 11 112 6 2 2 10 5 67 2 74 1 3 8 12 208 %Trucks 4.8 5.0 5.6 5.0 6.6 2.5 16.7 5.5 2.3 4.5 5.0 4.3 0.8 5.0 7.8 4.2 4.7 Data Collection Group LSmith@DataCollectionGroup.net File Name : Rte 29 and Greenbrier Site Code Start Date : 1/26/2023 Page No 3 Out in Total 154 211 7 11 18 71187 185 79 1 97 4 Rght Thru Left Peak Hour Data North Peak Flour Begins at 07:30 Passenger Veh L Th Rohl 213 141 38 7 2 21 14 4 203 �74 37 111 121 Out In Total Data Collection Group LSmith@DataCollectionGroup.net File Name : Rte 29 and Greenbrier Site Code Start Date : 1/26/2023 Page No : 4 Rte 29 Greenbrier Dr Rte 29 Greenbrier Dr Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 8 425 22 455 22 27 11 60 63 566 22 651 39 15 47 101 1267 04:45 PM 11 479 37 527 16 30 6 52 51 524 14 589 33 21 47 101 1269 05:00 PM 9 519 42 570 21 36 5 62 70 554 18 642 51 19 47 117 1391 05:15 PM 5 490 43 538 18 23 4 45 47 514 14 575 34 16 33 83 1241 Total Volume 33 1913 144 2090 77 116 26 219 231 2158 68 2457 157 71 174 402 5168 %App. Total 1.6 91.5 6.9 35.2 53 11.9 9.4 87.8 2.8 39.1 17.7 43.3 PIN .750 .921 .837 .917 .875 .806 .591 .883 .825 .953 .773 .944 .770 .845 .926 .859 .929 Passenger Veh 32 1870 140 2042 73 112 26 211 227 2119 68 2414 156 69 174 399 5066 %Passenger Veh 97.0 97.8 97.2 97.7 94.8 96.6 100 96.3 98.3 98.2 100 98.2 99.4 97.2 100 99.3 98.0 Trucks 1 43 4 48 4 4 0 8 4 39 0 43 1 2 0 3 102 %Trucks 3.0 2.2 2.8 2.3 5.2 3.4 0 3.7 1.7 1.8 0 1.8 0.6 2.8 0 0.7 2.0 Data Collection Group LSmith@DataCollectionGroup.net File Name : Rte 29 and Greenbrier Site Code Start Date : 1/26/2023 Page No 5 Out in Total 2301 1 434 481 88 140 187 32 4 43 1 R' ht Thru Left �' 1 4 Peak Hour Data 0 N 0 1 J NOfth _J N NO 2 Peak Hour Begins at 04:30 P L� 4- + N N 5 Passenger Veh 2 'm A raTrucks m m w n Fpppl��y O� _ ��JAW j J41S O�mN O - 4-1 F+ L Th Ri h 227 211 68 V24 31 21 Out In Total APPENDIX B Synch ro/Si mTraffic Analysis Outputs 2023 Existing - AM 1: US Route 29 & Greenbrier Drive Existing AM Queues Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR� Lane Group Flow(vph) 129 63 108 96 96 229 1603 87 2053 208 v/c Ratio 0.59 0.41 0.28 0.48 0.83 0.74 0.43 0.64 0.69 0.24 Control Delay 49.8 57.9 1.9 46.8 97.9 66.3 18.8 71.2 25.2 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.8 57.9 1.9 46.8 97.9 66.3 18.8 71.2 25.2 2.3 Queue Length 50th (ft) 80 45 0 58 68 L 86 189 =3 340 0 Queue Length 95th (ft) 137 90 0 107 #165 #135 219 117 384 30 Internal Link Dist (ft) 785 946 9829W 1665 Turn Bay Length (ft) 200 325 425 750 275 300 Base Capacity(vph) 227 162 385 201 117 322 3751 162 2971 849 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.39 0.28 0.48 0.82 0.71 0.43 0.54 0.69 0.24 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2023 Existing.syn Timmons Group Synchro11 Report-02/20/2023 Page 1 2023 Existing - AM Existing AM 1: US Route 29 & Greenbrier Drive HCM 6th Signalized Intersection Summary Lane Configurations } r T* )) ttttt+ tttt iN Traffic Volume (veh/h) 123 60 103 91 79 12 218 1483 40 83 1950 198 Future Volume (veh/h) 123 60 103 91 79 12 218 1483 40 83 1950 198 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hM 1885 1826 1781 1796 1856 1648 1870 1826 1826 1826 1826 1811 Adj Flow Rate, veh/h 129 63 108 96 83 13 229 1561 42 87 2053 208 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 5 8 7 3 17 2 5 5 5 5 6 Cap, veh/h 222 164 135 223 99 16 415 3620 97 109 2779 679 Arrive On Green 0.08 0.09 0.09 0.05 0.06 0.06 0.12 0.48 0.48 0.06 0.44 0.44 Sat Flow, veh/h 1795 1826 1510 1711 1566 245 3456 7504 202 1739 6281 1535 Grp Volume(v), veh/h 129 63 108 96 0 96 229 1230 373 87 2053 208 Grp Sat Flow(s),veh/hM 1795 1826 1510 1711 0 1811 1728 1479 1790 1739 1570 1535 Q Serve(g_s), s 7.6 3.7 5.6 5.9 0.0 6.0 7.2 15.6 15.7 5.7 31.1 6.1 Cycle Q Clear(g_c), s 7.6 3.7 5.6 5.9 0.0 6.0 7.2 15.6 15.7 5.7 31.1 6.1 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.11 1.00 1.00 Lane Grp Cap(c),veh/h 222 164 135 223 0 115 415 2854 863 109 2779 679 V/C Ratio(X) 0.58 0.39 0.80 0.43 0.00 0.83 0.55 0.43 0.43 0.80 0.74 0.31 Avail Cap(c_a), veh/h 222 164 135 223 0 115 415 2854 863 165 2944 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 49.4 24.9 44.7 0.0 53.3 47.7 19.4 19.5 53.2 26.6 7.7 Incr Delay (d2), s/veh 2.5 0.6 25.9 0.5 0.0 36.8 0.9 0.5 1.6 7.8 1.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(501/o),vehM 3.5 1.7 1.0 2.5 0.0 3.9 3.1 5.1 6.5 2.7 11.2 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.1 49.9 50.8 45.2 0.0 90.1 48.6 19.9 21.0 61.0 28.4 8.8 LnGrp LOS D D D D A F D B C E C A Approach Vol, veh/h 300 192 1832 2348 Approach Delay, s/veh 49.4 67.6 23.7 27.8 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.3 63.7 16.0 20.0 22.0 57.0 19.0 17.0 Change Period (Y+Rc), s * 8.1 8.2 9.7 9.7 8.2 6.1 9.7 9.7 Max Green Setting (Gmax), s * 11 * 54 6.3 10.3 10.8 53.9 9.3 7.3 Max Q Clear Time (g_c+ll ), s 7.7 17.7 7.9 7.6 9.2 33.1 9.6 8.0 Green Ext Time (p-c), s 0.0 19.4 0.0 0.1 0.1 17.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 29.3 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2023 Existing.syn Synchro 11 Report-02/20/2023 Timmons Group Page 2 1193 Seminole Trail Existing AM 02/20/2023 Intersection: 1: US Route 29 & Greenbrier Drive Movement EB EB EB WB WB NB NB NB NB NB NB ' Directions Served L T R L TR L L T T T T TR Maximum Queue (ft) 169 155 78 1 158 165 184 207 311 290 231 159 61 Average Queue (ft) 79 55 30 73 79 85 136 206 185 128 40 19 95th Queue (ft) 144 122 59 135 146 178 202 301 272 226 110 48 Link Distance (ft) 774 931 1018 1018 1018 1018 1018 Upstream Blk Time (°/u) • Queuing Penalty (veh) Storage Bay Dist (ft) 200 325 425 750 750 Storage Blk Time (°/u) 0 0 Queuing Penalty (veh) 0 0 Intersection: 1: US Route 29 & Greenbrier Drive Movement SB SB SB SB SB SB Directions Served L T T T T R Maximum Queue (ft) 267 375 367 314 250 98 Average Queue (ft) 91 260 250 203 122 43 95th Queue (ft) 213 350 337 294 233 79 Link Distance (ft) 1695 1695 1695 1695 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 275 300 Storage Blk Time (%) 0 4 0 Queuing Penalty (veh) 0 3 0 Network Summary Network wide Queuing Penalty: 4 2023 Existing.syn Timmons Group SimTraffic Report - 02/20/2023 Page 1 2023 Existing - PM 1: US Route 29 & Greenbrier Drive Existing PM Queues Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBA Lane Group Flow(vph) 169 76 187 83 153 248 2393 35 2057 155 v/c Ratio 0.62 0.35 0.46 0.31 0.87 0.82 0.58 0.42 0.69 0.18 Control Delay 50.3 58.3 5.8 40.3 96.4 79.3 21.2 74.7 29.3 1.3 Queue Delay 0.0 0.0 0.0 1 0.0 0.0 00.0 0.0 0.0 0.0 0.0 Total Delay 50.3 58.3 5.8 40.3 96.4 79.3 21.2 74.7 29.3 1.3 Queue Length 50th (ft) 115 59 0 m 54 123 &107 359 29 398 0 Queue Length 95th (ft) 183 113 24 98 #251 #171 391 65 442 14 Internal Link Dist (ft) 785 946 982 1665 Turn Bay Length (ft) 200 325 425 750 275 300 Base Capacity(vph) 287 216 404 312 180 311 4123 92 2976 838 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.35 0.46 0.27 0.85 0.80 0.58 0.38 0.69 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2023 Existing.syn Timmons Group Synchro11 Report-02/20/2023 Page 1 2023 Existing - PM Existing PM 1: US Route 29 & Greenbrier Drive HCM 6th Signalized Intersection Summary Lane Configurations + r j* )) ttttt+ tttt iN Traffic Volume (veh/h) 157 71 174 77 116 26 231 2158 68 33 1913 144 Future Volume (veh/h) 157 71 174 77 116 26 231 2158 68 33 1913 144 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hM 1885 1856 1900 1826 1856 1900 1870 1870 1900 1856 1870 1856 Adj Flow Rate, veh/h 169 76 187 83 125 28 248 2320 73 35 2057 155 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 3 0 5 3 0 2 2 0 3 2 3 Cap, veh/h 246 260 226 261 139 31 417 3855 121 49 2744 671 Arrive On Green 0.10 0.14 0.14 0.05 0.09 0.09 0.12 0.50 0.50 0.03 0.43 0.43 Sat Flow, veh/h 1795 1856 1610 1739 1468 329 3456 7646 241 1767 6434 1572 Grp Volume(v), veh/h 169 76 187 83 0 153 248 1839 554 35 2057 155 Grp Sat Flow(s),veh/hM 1795 1856 1610 1739 0 1796 1728 1515 1827 1767 1609 1572 Q Serve(g_s), s 10.9 4.8 10.3 5.3 0.0 11.0 8.8 28.1 28.1 2.6 35.0 5.0 Cycle Q Clear(g_c), s 10.9 4.8 10.3 5.3 0.0 11.0 8.8 28.1 28.1 2.6 35.0 5.0 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.13 1.00 1.00 Lane Grp Cap(c),veh/h 246 260 226 261 0 170 417 3055 921 49 2744 671 V/C Ratio(X) 0.69 0.29 0.83 0.32 0.00 0.90 0.60 0.60 0.60 0.72 0.75 0.23 Avail Cap(c_a), veh/h 252 260 226 333 0 170 417 3055 921 94 2915 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.2 50.1 26.6 44.5 0.0 58.2 54.2 22.9 22.9 62.7 31.4 9.0 Incr Delay (d2), s/veh 6.1 0.2 20.6 0.3 0.0 40.8 1.6 0.9 2.9 7.1 1.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(501/o),vehM 5.3 2.2 5.3 2.3 0.0 6.9 3.9 9.7 12.2 1.2 13.3 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.3 50.3 47.2 44.7 0.0 99.1 55.8 23.8 25.8 69.8 33.4 9.8 LnGrp LOS D D D D A F E C C E C A Approach Vol, veh/h 432 236 2641 2247 Approach Delay, s/veh 50.1 80.0 27.3 32.3 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.7 73.7 16.6 27.9 23.9 61.5 22.6 22.0 Change Period (Y+Rc), s * 8.1 8.2 9.7 9.7 8.2 6.1 9.7 9.7 Max Green Setting (Gmax), s * 6.9 * 64 12.3 13.3 11.8 58.9 13.3 12.3 Max Q Clear Time (g_c+ll ), s 4.6 30.1 7.3 12.3 10.8 37.0 12.9 13.0 Green Ext Time (p-c), s 0.0 27.8 0.0 0.1 0.0 18.4 0.0 0.0 Intersection Summary 111 HCM 6th Ctrl Delay 33.3 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2023 Existing.syn Synchro 11 Report-02/20/2023 Timmons Group Page 2 1193 Seminole Trail Existing PM 02/20/2023 Intersection: 1: US Route 29 & Greenbrier Drive Movement EB EB EB WB wB NB NB WNB NB NB NB NB Directions Served L T R L TR L L T T T T TR Maximum Queue (ft) 192 172 90 128 254 218 236 410 384 330 226 126 Average Queue (ft) 105 61 37 53 119 104 150 271 254 198 99 38 95th Queue (ft) 182 132 71 105 211 209 223 373 357 299 203 93 Link Distance (ft) 774 931 1018 1018 1018 1018 1018 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 200 325 425 750 750 Storage Blk Time (°/u) 1 0 Queuing Penalty (veh) 3 0 Intersection: 1: US Route 29 & Greenbrier Drive Movement SB SB SB SB SB SB Directions Served L T T T T R Maximum Queue (ft) 272 373 372 324 265 84 Average Queue (ft) 45 283 269 225 149 36 95th Queue (ft) 157 356 342 305 247 69 Link Distance (ft) 1695 1695 1695 1695 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 275 300 Storage Blk Time (°/u) 0 7 0 Queuing Penalty (veh) 0 2 0 Network Summary Network wide Queuing Penalty: 5 2023 Existing.syn SimTraffic Report - 02/20/2023 Timmons Group Page 1 2026 Background - AM Background 2026 AM 1: US Route 29 & Greenbrier Drive Queues Lane Group �EBT EBRjWBL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 134 65 112 174 98 237 1708 165 2027 215 v/c Ratio 0.60 0.45 0.30 0.84 0.82 0.76 0.50 0.93 0.69 0.25 Control Delay 50.4 59.9 2.0 76.0 95.1 67.7 22.0 103.1 25.2 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.4 59.9 2.0 76.0 95.1 67.7 22.0 103.1 25.2 2.5 Queue Length 50th (ft) 83 46 0 112 69 89 209 -126 334 0 Queue Length 95th (ft) 142 92 0 #234 #169 #142 237 #268 378 33 Internal Link Dist (ft) 785 946 96 1665 Turn Bay Length (ft) 200 325 425 750 275 300 Base Capacity (vph) 229 162 385 206 120 322 3437 178 2952 845 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.40 0.29 0.84 0.82 0.74 0.50 0.93 0.69 0.25 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. 2026 Background.syn Synchro 11 Report-02/20/2023 Timmons Group Page 1 2026 Background - AM Background 2026 AM 1: US Route 29 & Greenbrier Drive HCM 6th Signalized Intersection Summary Lane Configurations } r j* )) ttttT* tttt F Traffic Volume (veh/h) 127 62 106 165 81 12 225 1582 41 157 1926 204 Future Volume (veh/h) 127 62 106 165 81 12 225 1582 41 157 1926 204 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hM 1885 1826 1781 1796 1856 1648 1870 1826 1826 1826 1826 1811 Adj Flow Rate, veh/h 134 65 112 174 85 13 237 1665 43 165 2027 215 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 5 8 7 3 17 2 5 5 5 5 6 Cap, veh/h 221 164 135 221 100 15 422 3384 87 165 2766 676 Arrive On Green 0.08 0.09 0.09 0.05 0.06 0.06 0.12 0.45 0.45 0.09 0.44 0.44 Sat Flow, veh/h 1795 1826 1510 1711 1572 240 3456 7513 194 1739 6281 1535 Grp Volume(v), veh/h 134 65 112 174 0 98 237 1311 397 165 2027 215 Grp Sat Flow(s),veh/hM 1795 1826 1510 1711 0 1812 1728 1479 1791 1739 1570 1535 Q Serve(g_s), s 7.9 3.9 5.8 6.3 0.0 6.2 7.4 18.0 18.0 10.9 30.7 6.4 Cycle Q Clear(g_c), s 7.9 3.9 5.8 6.3 0.0 6.2 7.4 18.0 18.0 10.9 30.7 6.4 Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.11 1.00 1.00 Lane Grp Cap(c),veh/h 221 164 135 221 0 115 422 2665 807 165 2766 676 V/C Ratio(X) 0.61 0.40 0.83 0.79 0.00 0.85 0.56 0.49 0.49 1.00 0.73 0.32 Avail Cap(c_a), veh/h 221 164 135 221 0 115 422 2783 843 165 2944 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 49.4 24.9 49.1 0.0 53.3 47.6 22.3 22.3 52.1 26.6 7.8 Incr Delay (d2), s/veh 3.4 0.6 31.3 15.7 0.0 40.7 1.0 0.7 2.1 70.4 1.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(501/o),vehM 3.7 1.8 3.3 3.1 0.0 4.1 3.2 6.0 7.6 7.8 11.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.1 50.0 56.1 64.7 0.0 94.0 48.6 23.0 24.5 122.4 28.3 9.0 LnGrp LOS D D E E A F D C C F C A Approach Vol, veh/h 311 272 1945 2407 Approach Delay, s/veh 51.8 75.3 26.4 33.1 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.0 60.0 16.0 20.0 22.3 56.7 19.0 17.0 Change Period (Y+Rc), s * 8.1 8.2 9.7 9.7 8.2 6.1 9.7 9.7 Max Green SetOng (Gmax), s * 11 * 54 6.3 10.3 10.8 53.9 9.3 7.3 Max Q Clear Time (g_c+ll ), s 12.9 20.0 8.3 7.8 9.4 32.7 9.9 8.2 Green Ext Time (p-c), s 0.0 20.1 0.0 0.1 0.1 18.0 0.0 0.0 Intersection Summary gy HCM 6th Ctrl Delay 33.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2026 Background.syn Synchro 11 Report-02/20/2023 Timmons Group Page 2 2026 Background - AM 2: US Route 29 & WaWa Entrance Background 2026 AM HCM Unsignalized Intersection Capacity Analysis Movement f- jft WBR t NBT to� NBR `► SBL 1 SBT Lane Configurations r tttl+ tilt Traffic Volume (veh/h) 0 214 1631 214 0 2197 Future Volume (Veh/h) 0 214 1631 214 0 2197 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 233 1773 233 0 2388 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 176 pX, platoon unblocked 0.75 vC, conflicting volume 2486 560 2006 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1304 560 2006 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 51 100 cM capacity (veh/h) 114 472 289 Direction, Lane # WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 233 507 507 507 486 597 597 597 597 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 233 0 0 0 233 0 0 0 0 cSH 472 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.49 0.30 0.30 0.30 0.29 0.35 0.35 0.35 0.35 Queue Length 95th (ft) 67 0 0 0 0 0 0 0 0 Control Delay (s) 19.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 19.8 0.0 0.0 Approach LOS C Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2026 Background.syn Timmons Group I: Synchro11 Report-02/20/2023 Page 3 1193 Seminole Trail Background 2026 AM 02/20/2023 Intersection: 1: US Route 29 & Greenbrier Drive Movement EB EB EB WB wB NB NB NB NB �� Directions Served L T R L TR L L T T T T TR Maximum Queue (ft) 184 145 92 295 215 96 98 165 163 147 124 116 Average Queue (ft) 87 51 31 154 91 73 91 134 117 105 78 80 95th Queue (ft) 150 105 65 292 209 119 108 162 148 133 129 121 Link Distance (ft) 774 932 98 98 98 98 98 Upstream Blk Time (%) 5 26 69 46 22 3 9 Queuing Penalty (veh) 0 0 256 170 83 12 33 Storage Bay Dist (ft) 200 325 425 750 750 Storage Blk Time (°/u) 0 0 0 0 5 26 69 Queuing Penalty (veh) 1 0 0 0 16 84 155 Intersection: 1: US Route 29 & Greenbrier Drive Movement SB SB SB SB SB SB Directions Served L T T T T R Maximum Queue (ft) 274 512 467 366 242 98 Average Queue (ft) 184 282 268 205 128 46 95th Queue (ft) 311 443 410 301 229 84 Link Distance (ft) 1695 1695 1695 1695 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 275 300 Storage Blk Time (°/u) 8 6 0 Queuing Penalty (veh) _ 38 9 0 Intersection: 2: US Route 29 & WaWa Entrance ovemen1113 NB NB SB SB SB SB Directions Served R T T T T TR T T T T Maximum Queue (ft) 121 636 589 444 240 110 12 34 36 17 Average Queue (ft) 55 423 373 238 44 6 0 2 1 1 95th Queue (ft) 93 591 541 405 173 47 9 18 17 11 Link Distance (ft) 346 862 862 862 862 862 98 98 98 98 Upstream Blk Time (°/u) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 857 2026 Background.syn Timmons Group SimTraffic Report - 02/20/2023 Page 1 2026 Background - PM 1: US Route 29 & Greenbrier Drive Background 2026 PM Queues Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 174 78 192 149 158 256 2514 101 2102 159 We Ratio 0.64 0.41 0.50 1 0.53 0.90 0.81 0.68 0.96 0.71 0.19 Control Delay 51.3 61.8 6.9 46.5 100.4 78.1 26.2 139.1 30.2 1.5 Queue Delay 0.0 0.0 0.0 1 0.0 0.0 00.0 0.0 0.0 0.0 0.0 Total Delay 51.3 61.8 6.9 46.5 100.4 78.1 26.2 139.1 30.2 1.5 Queue Length 50th (ft) 119 63 0 1 100 128 Mill 386 -95 411 0 Queue Length 95th (ft) 187 116 29 164 #261 #180 420 #215 455 16 Internal Link Dist (ft) 785 946 96 1665 Turn Bay Length (ft) 200 325 425 750 275 300 Base Capacity(vph) 284 191 386 293 179 315 3711 105 2941 831 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.41 0.50 0.51 0.88 0.81 0.68 0.96 0.71 0.19 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. 2026 Background.syn Synchro 11 Report-02/20/2023 Timmons Group Page 1 2026 Background - PM Background 2026 PM 1: US Route 29 & Greenbrier Drive HCM 6th Signalized Intersection Summary Lane Configurations } r T� )) ttttT+ tttt r Traffic Volume (veh/h) 162 73 179 139 120 27 238 2268 70 94 1955 148 Future Volume (veh/h) 162 73 179 139 120 27 238 2268 70 94 1955 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hM 1885 1856 1900 1826 1856 1900 1870 1870 1900 1856 1870 1856 Adj Flow Rate, veh/h 174 78 192 149 129 29 256 2439 75 101 2102 159 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 3 0 5 3 0 2 2 0 3 2 3 Cap, veh/h 247 196 170 285 139 31 396 3644 112 94 2768 676 Arrive On Green 0.10 0.11 0.11 0.09 0.09 0.09 0.11 0.48 0.48 0.05 0.43 0.43 Sat Flow, veh/h 1795 1856 1610 1739 1467 330 3456 7653 235 1767 6434 1572 Grp Volume(v), veh/h 174 78 192 149 0 158 256 1931 583 101 2102 159 Grp Sat Flow(s),veh/hM 1795 1856 1610 1739 0 1796 1728 1515 1828 1767 1609 1572 Q Serve(g_s), s 11.2 5.1 9.9 9.8 0.0 11.4 9.2 31.9 31.9 6.9 35.9 5.1 Cycle Q Clear(g_c), s 11.2 5.1 9.9 9.8 0.0 11.4 9.2 31.9 31.9 6.9 35.9 5.1 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.13 1.00 1.00 Lane Grp Cap(c),veh/h 247 196 170 285 0 170 396 2886 871 94 2768 676 V/C Ratio(X) 0.71 0.40 1.13 0.52 0.00 0.93 0.65 0.67 0.67 1.08 0.76 0.24 Avail Cap(c_a), veh/h 248 196 170 292 0 170 396 2988 901 94 2915 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 54.3 30.0 46.1 0.0 58.4 55.0 26.2 26.2 61.6 31.3 8.7 Incr Delay (d2), s/veh 7.5 0.5 107.5 0.7 0.0 48.3 2.9 1.3 4.1 115.2 2.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(501/o),vehM 5.5 2.4 9.0 4.3 0.0 7.5 4.1 11.1 14.1 6.0 13.7 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.5 54.8 137.5 46.7 0.0 106.7 57.9 27.4 30.2 176.8 33.4 9.5 LnGrp LOS D D F D A F E C C F C A Approach Vol, veh/h 444 307 2770 2362 Approach Delay, s/veh 90.4 77.6 30.8 37.9 Approach LOS F E C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 70.1 21.5 23.4 23.1 62.0 22.9 22.0 Change Period (Y+Rc), s * 8.1 8.2 9.7 9.7 8.2 6.1 9.7 9.7 Max Green SetOng (Gmax), s * 6.9 * 64 12.3 13.3 11.8 58.9 13.3 12.3 Max Q Clear Time (g_c+ll ), s 8.9 33.9 11.8 11.9 11.2 37.9 13.2 13.4 Green Ext Time (p-c), s 0.0 26.0 0.0 0.1 0.0 18.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 40.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2026 Background.syn Synchro 11 Report-02/20/2023 Timmons Group Page 2 2026 Background - PM 2: US Route 29 & WaWa Entrance Background 2026 PM HCM Unsignalized Intersection Capacity Analysis Movement WBR NBT NBR SBL SBT Lane Configurations r tttt+ MI Traffic Volume (veh/h) 0 182 2394 181 0 2273 Future Volume (Veh/h) 0 182 2394 181 0 2273 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 198 2602 197 0 2471 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 176 pX, platoon unblocked 0.74 vC, conflicting volume 3318 749 2799 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2367 749 2799 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 44 100 cM capacity (veh/h) 22 354 136 Direction, Lane # f WB 1 NB 1 NB 2 NB 3 NB 4 SIB 1 SB 2 SIB 3 SB 4 Volume Total 198 743 743 743 569 618 618 618 618 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 198 0 0 0 197 0 0 0 0 cSH 354 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.56 0.44 0.44 0.44 0.33 0.36 0.36 0.36 0.36 Queue Length 95th (ft) 81 0 0 0 0 0 0 0 0 Control Delay (s) 27.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS D Approach Delay (s) 27.3 0.0 0.0 Approach LOS D Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2026 Background.syn Timmons Group 11 Synchro11 Report-02/20/2023 Page 3 1193 Seminole Trail Background 2026 PM 02/20/2023 Intersection: 1: US Route 29 & Greenbrier Drive Movement EB EB EB WB wB NB NB NB NB djjr"!= Directions Served L T R L TR L L T T T T TR Maximum Queue(ft) 195 223 149 237 274 96 98 161 152 147 133 123 Average Queue (ft) 115 71 44 98 128 82 94 132 111 110 102 95 95th Queue(ft) 196 177 98 185 251 113 103 160 135 132 122 123 Link Distance (ft) 774 932 98 98 98 98 98 Upstream Blk Time (%) 18 48 76 45 37 21 16 Queuing Penalty (veh) 0 0 391 231 193 107 82 Storage Bay Dist (ft) 200 325 425 750 750 - Storage Blk Time (°/u) 2 0 0 0 18 48 76 Queuing Penalty (veh) 6 1 0 0 82 216 181 - Intersection: 1: US Route 29 & Greenbrier Drive Movement SB SB SB SB SB SB - Directions Served L T T T T R Maximum Queue(ft) 274 430 423 383 279 126 - Average Queue (ft) 134 303 289 241 158 39 95th Queue(ft) 277 401 378 331 256 93 Link Distance (ft) 1695 1695 1695 1695 Upstream Blk Time (°/u) - Queuing Penalty (veh) Storage Bay Dist (ft) 275 300 Storage Blk Time (%) 2 9 0 0 Queuing Penalty (veh) = 0 0 Intersection: 2: US Route 29 & WaWa Entrance SB SB SB SB ovemen NB Directions Served R T T T T TR T T T T Maximum Queue (ft) 203 881 801 650 448 282 9 13 28 18 Average Queue (ft) 71 657 603 441 252 84 0 0 1 1 95th Queue (ft) 157 891 818 623 397 246 7 10 16 11 Link Distance (ft) 346 862 862 862 862 862 98 98 98 98 Upstream Blk Time (°/u) 0 6 0 0 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 1507 2026 Background.syn Timmons Group SimTraffic Report - 02/20/2023 Page 1 2026 Total - AM Total 2026 AM 1: US Route 29 & Greenbrier Drive Queues Lane Group �EBT EBRjWBL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 134 65 112 174 98 237 1812 165 2027 215 v/c Ratio 0.60 0.45 0.30 0.84 0.82 0.76 0.54 0.93 0.69 0.25 Control Delay 50.4 59.9 2.0 76.0 95.1 67.7 22.6 103.1 25.2 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.4 59.9 2.0 76.0 95.1 67.7 22.6 103.1 25.2 2.5 Queue Length 50th (ft) 83 46 0 112 69 89 225 -126 334 0 Queue Length 95th (ft) 142 92 0 #234 #169 #142 255 #268 378 33 Internal Link Dist (ft) 785 946 96 1665 Turn Bay Length (ft) 200 325 425 750 275 300 Base Capacity (vph) 229 162 385 206 120 322 3436 178 2952 845 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.40 0.29 0.84 0.82 0.74 0.53 0.93 0.69 0.25 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. 2026 Total.syn Synchro 11 Report-02/20/2023 Timmons Group Page 1 2026 Total - AM Total 2026 AM 1: US Route 29 & Greenbrier Drive HCM 6th Signalized Intersection Summary Lane Configurations } r j* )) ttttt+ tttt F Traffic Volume (veh/h) 127 62 106 165 81 12 225 1681 41 157 1926 204 Future Volume (veh/h) 127 62 106 165 81 12 225 1681 41 157 1926 204 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hM 1885 1826 1781 1796 1856 1648 1870 1826 1826 1826 1826 1811 Adj Flow Rate, veh/h 134 65 112 174 85 13 237 1769 43 165 2027 215 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 5 8 7 3 17 2 5 5 5 5 6 Cap, veh/h 221 164 135 221 100 15 422 3390 82 165 2766 676 Arrive On Green 0.08 0.09 0.09 0.05 0.06 0.06 0.12 0.45 0.45 0.09 0.44 0.44 Sat Flow, veh/h 1795 1826 1510 1711 1572 240 3456 7526 183 1739 6281 1535 Grp Volume(v), veh/h 134 65 112 174 0 98 237 1390 422 165 2027 215 Grp Sat Flow(s),veh/hM 1795 1826 1510 1711 0 1812 1728 1479 1793 1739 1570 1535 Q Serve(g_s), s 7.9 3.9 5.8 6.3 0.0 6.2 7.4 19.4 19.4 10.9 30.7 6.4 Cycle Q Clear(g_c), s 7.9 3.9 5.8 6.3 0.0 6.2 7.4 19.4 19.4 10.9 30.7 6.4 Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.10 1.00 1.00 Lane Grp Cap(c),veh/h 221 164 135 221 0 115 422 2665 808 165 2766 676 V/C Ratio(X) 0.61 0.40 0.83 0.79 0.00 0.85 0.56 0.52 0.52 1.00 0.73 0.32 Avail Cap(c_a), veh/h 221 164 135 221 0 115 422 2783 843 165 2944 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 49.4 24.9 49.1 0.0 53.3 47.6 22.7 22.7 52.1 26.6 7.8 Incr Delay (d2), s/veh 3.4 0.6 31.3 15.7 0.0 40.7 1.0 0.7 2.4 70.4 1.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(501/o),vehM 3.7 1.8 3.3 3.1 0.0 4.1 3.2 6.5 8.3 7.8 11.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.1 50.0 56.1 64.7 0.0 94.0 48.6 23.4 25.1 122.4 28.3 9.0 LnGrp LOS D D E E A F D C C F C A Approach Vol, veh/h 311 272 2049 2407 Approach Delay, s/veh 51.8 75.3 26.7 33.1 Approach LOS D E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.0 60.0 16.0 20.0 22.3 56.7 19.0 17.0 Change Period (Y+Rc), s * 8.1 8.2 9.7 9.7 8.2 6.1 9.7 9.7 Max Green Setting (Gmax), s * 11 * 54 6.3 10.3 10.8 53.9 9.3 7.3 Max Q Clear Time (g_c+ll ), s 12.9 21.4 8.3 7.8 9.4 32.7 9.9 8.2 Green Ext Time (p-c), s 0.0 20.9 0.0 0.1 0.1 18.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2026 Total.syn Synchro 11 Report-02/20/2023 Timmons Group Page 2 2026 Total - AM 2: US Route 29 & Shared WaWa Entrance f- t 1 P 1 Total 2026 AM HCM Unsignalized Intersection Capacity Analysis Lane Configurations r tttta tttt Traffic Volume (veh/h) 0 313 1631 224 0 2197 Future Volume (Veh/h) 0 313 1631 224 0 2197 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 340 1773 243 0 2388 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 176 pX, platoon unblocked 0.75 vC, conflicting volume 2492 565 2016 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1311 565 2016 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 27 100 cM capacity (veh/h) 112 468 287 Direction, Lane # f WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 340 507 507 507 496 597 597 597 597 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 340 0 0 0 243 0 0 0 0 cSH 468 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.73 0.30 0.30 0.30 0.29 0.35 0.35 0.35 0.35 Queue Length 95th (ft) 146 0 0 0 0 0 0 0 0 Control Delay (s) 30.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS D Approach Delay (s) 30.5 0.0 0.0 Approach LOS D Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2026 Total.syn Timmons Group I: Synchro11 Report-02/20/2023 Page 3 2026 Total - AM Total 2026 AM 3: US Route 29 & Proposed RI Only HCM Unsignalized Intersection Capacity Analysis f- t 1 1 Lane Configurations till* tilt Traffic Volume (veh/h) 0 0 1855 29 0 2197 Future Volume (Veh/h) 0 0 1855 29 0 2197 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 2016 32 0 2388 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 423 pX, platoon unblocked 0.75 vC, conflicting volume 2629 520 2048 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1509 520 2048 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 84 501 271 Direction, Lane # NB 1 NB 2 NB 3 NB 4 SIB 1 SIB 2 SIB 3 SB 4 Volume Total 576 576 576 320 597 597 597 597 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 32 0 0 0 0 cSH 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.34 0.34 0.34 0.19 0.35 0.35 0.35 0.35 Queue Length 95th (ft) 0 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2026 Total.syn Timmons Group I_ Synchro11 Report-02/20/2023 Page 4 1193 Seminole Trail Total 2026 AM 02/20/2023 Intersection: 1: US Route 29 & Greenbrier Drive Movement EB EB EB WB WB NB NB NB NB NB NB NB Directions Served L T R L TR L L T T T T TR Maximum Queue (ft) 162 119 84 318 249 95 98 163 163 158 128 117 Average Queue (ft) 89 48 32 157 88 77 92 132 117 109 89 95 95th Queue (ft) 155 102 63 304 200 117 108 158 147 142 127 124 Link Distance (ft) 774 932 98 98 98 98 98 Upstream Blk Time (%) 8 29 72 48 =8 9 17 Queuing Penalty (veh) 0 0 281 187 111 34 67 Storage Bay Dist (ft) 200 325 425 750 750 - Storage Blk Time (°/u) 0 0 0 0 8 29 72 Queuing Penalty (veh) 0 0 0 0 27 99 162 - Intersection: 1: US Route 29 & Greenbrier Drive Movement SB SB SB SB SB SB - Directions Served L T T T T R Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) 274 492 459 365 246 108 194 297 283 209 134 47 313 478 440 307 229 87 1695 1695 1695 1695 275 300 11 5 0 55 Intersection: 2: US Route 29 & Shared WaWa Entrance SB SB SB ovemen SB Directions Served R T T T T TR T T T T Maximum Queue (ft) 212 232 261 231 198 156 16 33 25 20 Average Queue (ft) 88 214 219 178 68 17 1 1 1 1 95th Queue (ft) 165 230 257 259 190 83 14 15 13 12 Link Distance (ft) 345 203 203 203 203 203 98 98 98 98 Upstream Blk Time (%) 43 18 3 0 0 0 0 Queuing Penalty (veh) 162 66 10 1 0 0 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) 2026 Total.syn SimTraffic Report - 02/20/2023 Timmons Group Page 1 1193 Seminole Trail Total 2026 AM 02/20/2023 Intersection: 3: US Route 29 & Proposed RI Only Movement NB NB NB NB NB SB SB Directions Served T T T T TR T T Maximum Queue (ft) 502 440 269 37 10 4 2 - Average Queue (ft) 282 224 59 2 0 0 0 95th Queue (ft) 500 447 218 34 10 4 2 - Link Distance (ft) 612 612 612 612 612 203 203 Upstream Bilk Time (°/u) 1 - Queuing Penalty (veh) 0 Storage Bay Dist (ft) - Storage Blk Time (°/u) Queuing Penalty (veh) - Network Su Network wide Queuing Penalty: 1273 2026 Total.syn SimTraffic Report - 02/20/2023 Timmons Group Page 2 2026 Total - PM 1: US Route 29 & Greenbrier Drive Total 2026 PM Queues Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 174 78 192 149 158 256 2597 101 2102 159 We Ratio 0.64 0.41 0.50 1 0.53 0.90 0.81 0.70 0.96 0.71 0.19 Control Delay 51.3 61.8 6.9 46.5 100.4 78.1 26.7 139.1 30.2 1.5 Queue Delay 0.0 0.0 0.0 1 0.0 0.0 00.0 0.0 0.0 0.0 0.0 Total Delay 51.3 61.8 6.9 46.5 100.4 78.1 26.7 139.1 30.2 1.5 Queue Length 50th (ft) 119 63 0 1 100 128 Mill 406 -95 411 0 Queue Length 95th (ft) 187 116 29 164 #261 #180 440 #215 455 16 Internal Link Dist (ft) 785 946 96 1665 Turn Bay Length (ft) 200 325 425 750 275 300 Base Capacity(vph) 284 191 386 293 179 315 3710 105 2941 831 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.41 0.50 0.51 0.88 0.81 0.70 0.96 0.71 0.19 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. 2026 Total.syn Synchro 11 Report-02/20/2023 Timmons Group Page 1 2026 Total - PM Total 2026 PM 1: US Route 29 & Greenbrier Drive HCM 6th Signalized Intersection Summary Lane Configurations } r T� )) ttttt tttt r Traffic Volume (veh/h) 162 73 179 139 120 27 238 2345 70 94 1955 148 Future Volume (veh/h) 162 73 179 139 120 27 238 2345 70 94 1955 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/hM 1885 1856 1900 1826 1856 1900 1870 1870 1900 1856 1870 1856 Adj Flow Rate, veh/h 174 78 192 149 129 29 256 2522 75 101 2102 159 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 3 0 5 3 0 2 2 0 3 2 3 Cap, veh/h 247 196 170 285 139 31 396 3648 108 94 2768 676 Arrive On Green 0.10 0.11 0.11 0.09 0.09 0.09 0.11 0.48 0.48 0.05 0.43 0.43 Sat Flow, veh/h 1795 1856 1610 1739 1467 330 3456 7661 228 1767 6434 1572 Grp Volume(v), veh/h 174 78 192 149 0 158 256 1995 602 101 2102 159 Grp Sat Flow(s),veh/hM 1795 1856 1610 1739 0 1796 1728 1515 1829 1767 1609 1572 Q Serve(g_s), s 11.2 5.1 9.9 9.8 0.0 11.4 9.2 33.4 33.4 6.9 35.9 5.1 Cycle Q Clear(g_c), s 11.2 5.1 9.9 9.8 0.0 11.4 9.2 33.4 33.4 6.9 35.9 5.1 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.12 1.00 1.00 Lane Grp Cap(c),veh/h 247 196 170 285 0 170 396 2886 871 94 2768 676 V/C Ratio(X) 0.71 0.40 1.13 0.52 0.00 0.93 0.65 0.69 0.69 1.08 0.76 0.24 Avail Cap(c_a), veh/h 248 196 170 292 0 170 396 2988 902 94 2915 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 54.3 30.0 46.1 0.0 58.4 55.0 26.6 26.6 61.6 31.3 8.7 Incr Delay (d2), s/veh 7.5 0.5 107.5 0.7 0.0 48.3 2.9 1.4 4.5 115.2 2.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(501/o),vehM 5.5 2.4 9.0 4.3 0.0 7.5 4.1 11.7 14.9 6.0 13.7 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.5 54.8 137.5 46.7 0.0 106.7 57.9 28.0 31.1 176.8 33.4 9.5 LnGrp LOS D D F D A F E C C F C A Approach Vol, veh/h 444 307 2853 2362 Approach Delay, s/veh 90.4 77.6 31.3 37.9 Approach LOS F E C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 70.1 21.5 23.4 23.1 62.0 22.9 22.0 Change Period (Y+Rc), s * 8.1 8.2 9.7 9.7 8.2 6.1 9.7 9.7 Max Green Setting (Gmax), s * 6.9 * 64 12.3 13.3 11.8 58.9 13.3 12.3 Max Q Clear Time (g_c+ll ), s 8.9 35.4 11.8 11.9 11.2 37.9 13.2 13.4 Green Ext Time (p-c), s 0.0 25.3 0.0 0.1 0.0 18.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 40.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2026 Total.syn Synchro 11 Report-02/20/2023 Timmons Group Page 2 2026 Total - PM 2: US Route 29 & Shared WaWa Entrance f- t 1 P 1 Total 2026 PM HCM Unsignalized Intersection Capacity Analysis Lane Configurations r tttt+ tttt Traffic Volume (veh/h) 0 259 2394 207 0 2273 Future Volume (Veh/h) 0 259 2394 207 0 2273 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 282 2602 225 0 2471 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 176 pX, platoon unblocked 0.74 vC, conflicting volume 3332 763 2827 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2386 763 2827 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 19 100 cM capacity (veh/h) 21 347 133 Direction, Lane # WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 282 743 743 743 597 618 618 618 618 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 282 0 0 0 225 0 0 0 0 cSH 347 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.81 0.44 0.44 0.44 0.35 0.36 0.36 0.36 0.36 Queue Length 95th (ft) 175 0 0 0 0 0 0 0 0 Control Delay (s) 47.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS E Approach Delay (s) 47.9 0.0 0.0 Approach LOS E Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2026 Total.syn Timmons Group 11 Synchro11 Report-02/20/2023 Page 3 2026 Total - PM Total 2026 PM 3: US Route 29 & Proposed RI Only HCM Unsignalized Intersection Capacity Analysis Lane Configurations till* tilt Traffic Volume (veh/h) 0 0 2601 77 0 2273 Future Volume (Veh/h) 0 0 2601 77 0 2273 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 2827 84 0 2471 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 423 pX, platoon unblocked 0.74 vC, conflicting volume 3487 749 2911 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2605 749 2911 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 15 355 123 Direction, Lane # 113 1 NB 2 NB 3 NB 4 SIB 1 SIB 2 SB 3 SB 4 Volume Total 808 808 808 488 618 618 618 618 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 84 0 0 0 0 cSH 1700 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.48 0.48 0.48 0.29 0.36 0.36 0.36 0.36 Queue Length 95th (ft) 0 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2026 Total.syn Timmons Group I_ Synchro11 Report-02/20/2023 Page 4 1193 Seminole Trail Total 2026 PM 02/20/2023 Intersection: 1: US Route 29 & Greenbrier Drive Movement EB EB EB WB WB NB NB NB NB NB NB NB Directions Served L T R L TR L L T T T T TR Maximum Queue (it) 192 246 185 211 261 95 98 161 156 152 137 122 Average Queue (ft) 109 64 48 95 127 79 93 133 113 111 104 100 95th Queue (it) 191 158 118 179 227 115 106 157 138 135 127 119 Link Distance (ft) 774 932 98 98 98 98 98 Upstream Blk Time (%) 14 38 76 47 40 26 24 Queuing Penalty (veh) 0 0 405 251 214 137 127 Storage Bay Dist (ft) 200 325 425 750 750 - Storage Blk Time (°/u) 2 0 0 0 14 38 76 Queuing Penalty (veh) 5 2 0 0 64 178 182 - Intersection: 1: US Route 29 & Greenbrier Drive Movement SB SB SB SB SB SB Directions Served L T T T T R Maximum Queue (it) 274 492 464 418 326 129 - Average Queue (ft) 153 316 300 247 167 41 95th Queue (it) 297 475 446 379 284 96 Link Distance (ft) 1695 1695 1695 1695 Upstream Blk Time (°/u) - Queuing Penalty (veh) Storage Bay Dist (ft) 275 300 Storage Blk Time (%) 5 11 0 0 Queuing Penalty (veh) 0 Intersection: 2: US Route 29 & Shared WaWa Entrance SB SB SB ovemen SB Directions Served R T T T T TR T T T T Maximum Queue (it) 290 232 266 262 218 208 9 13 46 25 Average Queue (ft) 128 214 231 219 181 96 0 0 2 1 95th Queue (it) 262 227 268 251 248 211 10 8 20 16 Link Distance (ft) 345 203 203 203 203 203 98 98 98 98 Upstream Blk Time (%) 2 61 31 14 3 1 0 Queuing Penalty (veh) 0 316 163 73 14 3 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) 2026 Total.syn SimTraffic Report - 02/20/2023 Timmons Group Page 1 1193 Seminole Trail Total 2026 PM 02/20/2023 Intersection: 3: US Route 29 & Proposed RI Only Movement NB NB NB NB NB SB SB -- Directions Served T T T T TR T T T Maximum Queue (ft) 639 598 460 287 58 3 23 16 - Average Queue (ft) 509 438 267 60 3 0 1 1 95th Queue (ft) 709 616 467 214 34 3 24 10 Link Distance (ft) 612 612 612 612 612 203 203 203 Upstream Bilk Time (°/u) 9 0 0 - Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time (°/u) Queuing Penalty (veh) Network Su Network wide Queuing Penalty: 2167 - 2026 Total.syn SimTraffic Report - 02/20/2023 Timmons Group Page 2 APPENDIX C Synch ro/Si mTraffic Analysis Outputs VDOTVirginia Department of Transportation February 2015 ACCESS MANAGEMENT EXCEPTION REQUEST: AM-E ACCESS MANAGEMENT REGULATIONS 24 VAC 30-73 SECTION 120 Submitted by: Thomas Ruff, PE, PTOE Date: 02/20/2023 Email Address: thomas.ruff@timmons.com Phone: 434.774.0023 Address: 608 Preston Avenue, Suite 200, Charlottesville, VA 22903 Project Name: 1193 Seminole Trail - Up Campus Rte # US Route 29 Locality: Albemarle County Description of Project: The proposed development consists of a 300 unit multi -family housing with approximately 7,500 SF of commercial on the first floor. Access to the site is proposed via one right-in/right-out partial access on US Route 29 that will be shared with the existing WaWa development, which is located 185' from the Greenbrier Drive signalized intersection. A second access is proposed via one right -in only partial access on US Route 29, which is located 50' from another partial access entrance to the vnuth Thp AM-F iv rpnupvtpri fnr marina ctanriarric fnr hnth pntranrpc VDOT District: Culpeper Area Land Use Engineer: Doug McAvoy, PE NOTES: (1). Submit this form and any attachments to one of the District's Area Land Use Engineers. (2). See Section 120 of the Regulations for details on the requirements, exceptions, and exception request review process. (3). Attach additional information as necessary to justify the exception request(s). (4). If a traffic engineering study is required, the decision on the request will be based on VDOT engineering judgment. (5). Use the LD-440 Design Exception or the LD-448 Design Waiver forms for design and engineering standards, e.g. radius, grade, sight distance. See IIM-LD-227 on VDOT web site for additional instructions. Select the Exception(s) Being Requested ❑ Exception to the shared commercial entrance requirement. (Access M. Regulations section 120 C.2) Reason for exception: ❑ A. An agreement to share the entrance could not be reached with adjoining property owner. ❑ Attached: Written evidence that adjoining property owner will not share the entrance. ❑ B. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other. ❑ Specify constraint: ❑ Attached: Documentation of constraint such as aerial photo or topographic map. ❑ Exception to the vehicular connection to adjoining undeveloped property requirement. (section 120 CA) Reason for exception: ❑ A. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other. ❑ Specify constraint: ❑ Attached: Documentation of constraint such as aerial photo or topographic map. ❑ B. Other reason: February 2015 ✓❑ Exception to the commercial entrance shall not be located within the functional area of an intersection requirement. (See Regulation Section 120 C. 1; Appendix F, Rd Design Manual) ✓❑ Attached: A traffic engineering study documenting that the operation of the intersection and public safety will not be adversely impacted. ❑ ✓ EXCEPTION TO THE SPACING STANDARDS FOR: • Commercial entrances; intersections/median crossovers (Table 2-2); • Commercial entrances/intersections near interchange ramps (Tables 2-3, 2-4); or • Corner clearance (Figure 4-4). Appendix F, Road Design Manual Information on the Exception Request ✓❑ ON A STATE HIGHWAY Functional classification: Principal Arterial: ❑✓ Minor Arterial: ❑ Collector: ❑ Local: ❑ Posted speed limit: 45 mph ❑ NEAR AN INTERCHANGE RAMP (Submittal of a traffic engineering study required) ❑ CORNER CLEARANCE (Submittal of a traffic engineering study required) Type of intersection/entrance: Signalized ❑ Unsignalized ❑ Full Access ❑ Partial Access ❑✓ Required spacing distance 495 ft Proposed spacing distance 185 ft Requested exception: Reduction in required spacing 310 ft REASON FOR EXCEPTION: ❑ A. To be located on an older, established business corridor along a highway where existing spacing did not meet the standards prior to 7/1/08 or 10/14/09. (Regulation Section 120 C.3.c) ❑ Attached: Dated aerial photo of corridor identifying proposed entrance/intersection location. ❑✓ B. Not enough property frontage to meet spacing standard, but the applicant does not want a partial access right-in/right-out entrance. (Section 120 C.3.f) ❑✓ Attached: A traffic engineering study documenting that left turn movements at the entrance will not have a negative impact on highway operation or safety. ❑ C. To be located within a new urbanism mixed use type development. (Section 120 C.3.d) ❑ Attached: The design of the development and compliance with intersection sight distance. ❑ D. The proposed entrance meets the signal warrants but does not meet the signalized intersection spacing standard. The applicant requests an exception to the spacing standard. ❑ Attached: A traffic engineering study that (i) evaluates the location's suitability for a roundabout and (ii) provides documentation that the proposed signal will not impact safety and traffic flow. (Section 120 C.5) February 2015 ❑ E. The development's 2"d (or additional) entrance does not meet the spacing standards but is necessary for the streets to be accepted into the secondary system. (section 120 C.3.e) ❑ Attached: Information on the development that identifies the location of entrances. ❑ F. To be located within the limits of a VDOT and locality approved access management corridor plan. ❑ Attached: Aerial photo of corridor identifying proposed entrance/intersection location. (Sect 120 C.3.1b) FOR VDOT USE ONL Recommendation on Exception Request: Approveo Denyr Date: Area Land Use Engineer or: Name Remarks: Exception Request Action: Approved❑ Denied❑ Date: District Administrator or Designee: Name (and position if Designee) Remarks: District Staff: Please email copy to Bradley.Shelton(cDVDOT.Virginia.gov 3