The URL can be used to link to this page

Home My WebLink AboutSDP202100005 Study 2021-01-19• 00000 ' • 1001 Boulders Parkway P 804.200.6500 T I M M O N S GROUP Suite on F ww. ammo 16 Richmond, VA 23225 www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. To: Kevin McDermott, Albemarle County From: Steve Schmidt, PE, PTOE RE: 2231 Seminole Lane Traffic Assessment Date: January 15, 2021 Copy: Craig Kotarski, PE (TG) As requested, Timmons Group has prepared a traffic assessment for the proposed redevelopment of 2231 Seminole Lane in Albemarle County, Virginia. The site is generally located in the southeast quadrant of the US Route 29/Hilton Heights Road/Seminole Lane intersection as shown on Figure 1 (all figures are located at the end of this memorandum). The site is currently occupied with a vacant office building. The proposed redevelopment will consist of a 1,132 S.F. coffee shop with drive thru service. Access to the site will be provided via the existing site entrance on Seminole Lane. For purposes of this analysis, the redevelopment was assumed to be complete by 2022. This assessment analyzes the impact of the proposed redevelopment on the US Route 29/Hilton Heights Road/Seminole Lane intersection. Existing Conditions US Route 29 (Seminole Trail) is an eight -lane, divided principal arterial with a posted speed limit of 45 mph. According to the VDOT 2019 count book, US Route 29 carries 54,000 AADT with 3% heavy vehicles. US Route 29 serves as a north -south corridor in the area connecting multiple residential and commercial areas. Hilton Heights Road is a two lane, partially divided major collector with a posted speed limit of 35 mph and an AADT of 4,500 vehicles per day with 3% heavy vehicles, according to the VDOT 2019 count book. Seminole Lane is a two-lane undivided local roadway which serves as a frontage road to US Route 29. Seminole Lane runs north -south and provides access to commercial properties along the east side of US Route 29. The existing roadway geometry surrounding the site is shown on Figure 2. 2231 Seminole Lane Traffic Assessment January 15, 2021 Page 2 of 9 Existing Traffic Volumes % TIMMONS GROUP Existing AM and PM peak hour traffic counts were conducted on Thursday December 3, 2020 between 7-9 AM (AM peak hour) and 4-6 PM (PM peak hour). The counts included heavy vehicles by movement, pedestrian, and bicycle counts and are included in Appendix A. The existing AM and PM peak hour counts are shown on Figure 3 and indicate the AM peak hour occurs from 7:30-8:30 AM and the PM peak hour occurs from 4:30-5:30 PM. Due to the change in traffic patterns associated with the ongoing pandemic, the counts on Figure 3 were compared to traffic counts taken in 2019 at the nearby US Route 29/Westfield Road intersection. When compared to the 2019 counts, the 2020 traffic counts were 37% lower in the AM peak hour and 19% lower in the PM peak hour. Therefore, the counts shown on Figure 3 were increased by 36% and 19% in the AM and PM peak hours, respectively to yield the existing adjusted volumes which are shown on Figure 4. 2022 Background Traffic Volumes 2022 Background traffic volumes were developed based on a 1% annual growth in existing traffic over the two (2) year period for project buildout. The 1% annual growth rate was compounded annually over the two (2) year period and was applied to all movements from the existing traffic counts. The resulting 2022 background traffic volumes are shown on Figure 5. Trio Generation/Distribution The trips that will be generated by the proposed redevelopment were based on trip generation information provided in the loth edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Manual. As shown in Table 1, the proposed coffee shop with drive thru will result in an additional 928 daily trips, 101 trips during the AM peak (52 in and 49 out) and 49 trips during the PM peak (25 in and 24 out). Table 1: Site -Generated Traffic for Seminole Lane LAND USE IIE CODE AMOUNT UNITS WEEKDAY AM PEAK HOUR PM PEAK HOUR ACT IN OUTTOTAL IN OUT TOTAL Rrture Use Coffee Donut Shop with Drive-Thru 1 937 1 1,132 S.F. 928 1 52 1 49 1 101 25 1 24 1 49 TOTAL 928 1 52 1 49 1 101 25 24 49 2231 Seminole Lane Traffic Assessment January 15, 2021 Page 3 of 9 % TIMMONS GROUP Based on the nature of the use, it was assumed the site trips would follow the existing travel patterns in the area and primarily be oriented to/from the south and the City of Charlottesville. Therefore, it was assumed that 60% of site traffic would be oriented to/from the south on US Route 29 and 40% to/from the north on US Route 29 as shown on Figure 6. The site generated trips shown on Table 1 were distributed to the local roadway network according to the distributions shown on Figure 6. The resulting site generated trips are shown on Figure 7. 2022 Future Traffic Volumes The site trips shown on Figure 7 were added to the background traffic volumes shown on Figure 5 to yield the 2022 future traffic volumes which are shown on Figure 8. Operational and Oueuina Analysis Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway network. The Transportation Research Board's (TRB) Highway Capacity Manual (HCM) methodologies govern how the capacity analyses are conducted and how the results are interpreted. There are six letter grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and LOS F the worst operating conditions. Table 2 shows in detail how each of these levels of service are interpreted. 2231 Seminole Lane Traffic Assessment January 15, 2021 Page 4 of 9 Table 2: Level of Service Definitions Level of Roadway Segments or Service Controlled Access Highways Intersections A Free Bow, low traffic density. B Delay is not unreasonable, stabletrafgc Row. C Stableconcloon, movements somewhat restricted due to higher volumes, but not objectionable for motorists. D Movements more restricted, queues and delays may occur during short peaks, but lower demands occur often enough to perntlt clearing, thus preventing excessive backups. Actual ca pacity of the roadway In cloves delay to all moorism due to congestion. F Forced gowwithdemand volumes greater than capacity resulting in compl ea, congestion. Volumes drop to zero in extreme cases. No vehicle waltz longer than one signal indication. On a rareoccaslon motorists wetthrough morethan one signal indication. Intermittently drivers wait through morethan onesignal Indication, and occasionally backups may develop behind left turning vehicles, traffic Rowstill stableand acceptable. Delays at I ntersections may Warne extensive with some, especial ly left -turning vehicles waiting two or more signal i ndicati ons, but enough cycles with lower demand occur to permit periodic clearance, thus preventing excessive backups. Very long queues may create lengthily delays, especially for left-turningvehicles. Backups from locations downstream restrict or prevent movement of vehicl es out of approach creating a storage ares during part or all of an hour. SOURCE: "A Policy on Design o/Design of Urban Highways andArtedol Streets"-AASHTO, 1973 based upon material published in "Highway [opacity Manual", National Academy of 5clences, 1965. y C F % TIMMONS GROUP 2231 Seminole Lane Traffic Assessment January 15, 2021 Page 5 of 9 % TIMMONS GROUP For signalized and unsignalized intersections, level of service is defined in terms of delay, a measure of driver discomfort, frustration, fuel consumption and lost travel time. Table 3 summarizes the delay associated with each LOS category: Table 3: Signalized and Unsignalized Intersection Level of Service Criteria Signalized Intersections Unsignalized Intersections Level of Service Control Delay per Vehicle (sec/veh) Level of Service Average Control Delay (sec/veh) A <_10 A 0to10 B >10to<_20 B >10to<_15 C >20to<_35 C >15to<_25 D >35to<_55 D >25to<_35 E >55to<_80 E >35to<_50 F >80 F >50 Source: Exhibit 16-2 and Exhibit 17-2 from TRB'; 'Highway Capacity Manual2000" Operational Analysis for 2020 Existing Traffic Volumes Table 4 summarizes the 2020 existing intersection LOS, delay, 95th percentile queue lengths (Synchro), and maximum queue lengths (SimTraffic) based on the adjusted 2020 existing peak hour traffic volumes shown on Figure 4, the existing lane geometry shown on Figure 2, and the existing traffic signal timings provided by VDOT. The corresponding analysis worksheets are included in Appendix B. In order to accurately represent the field conditions where the southbound approach exiting the gas station does not stop as there is no northbound conflicting traffic, the southbound approach was modeled as the westbound approach, as is reflected in the tables below. As shown in Table 4, the signalized intersection of US Route 29 and Hilton Heights Road/Seminole Lane operates at an overall Level of Service (LOS) C in the AM peak with a delay of 28.7 seconds/vehicle and a LOS C in the PM peak with a delay of 29.2 second/vehicle. The eastbound approach operates at LOS D in the AM peak with a delay of 52.4 seconds/vehicle in the AM peak and LOS E in the PM peak with a delay of 60.6 seconds/vehicle. The westbound approach operates at LOS E in the AM and PM peak, with a delay of 78.8 seconds/vehicle in the AM peak and 67.3 seconds/vehicle in the PM peak. The mainline northbound approach operates at LOS C in the AM and PM peak with a delay of 23.1 seconds/vehicle in the AM peak and a delay of 22.9 seconds/vehicle in the PM peak. 2231 Seminole Lane Traffic Assessment f 'ta January 15, 2021 Page 6of9 TIMMONS GROUP The mainline southbound approach operates at LOS C in the AM and PM peak with a delay of 29.6 seconds/vehicle in the AM peak and 29.5 seconds/vehicle in the PM peak. The 95th percentile and maximum queues are all contained within the available storage with the exception of the southbound left queue. At the Seminole Lane/Gas Station/Site Entrance intersection, there is no opposing volume from the site in 2020 Existing conditions. Therefore, there is no delay for the approaches. Table 4: 2020 Existing Conditions Level of Service and Queues Intersection and Type of Control Movement and Approach Turn lane Storage (R) AM PEAK HDUR PM PEAK HOUR Delays (sec/veh) lD5' SYNCHRO 95th5th Percentile Queue Length (ft) SimTraffic perceantile Queue Length (ft) Delay' (sec/veh) lD5' SYNCHRO9 Percentile Queue Length (it) SimTraffic Max Percentile Queue Length (ft) 1. Seminole Trail (FFS) & Fitton heights Road/Seminole Lane (EW) Siganlized EB Left 54.5 D 68 108 66.4 E 152 183 EB Left-Thru 54.6 D 71 67 66.5 E 154 163 EB Right 205 51.1 D 0 79 54.6 D 51 105 EBApproach 52.6 O -- -- 60.6 E -- -- WE Left 184 84.6 F #87 74 1 71.7 1 E 100 72 WBThru-Right 53.2 D 23 59 59.6 E 51 67 WBApProach 78.8 E -- -- 67..3 E -- -- NB Left (2) 420 76.8 E #181 206 50.3 D 200 336 NBThru 14.1 B 219 276 18.9 B 466 415 NBThru-Right 14.1 B 219 99 18.9 B 466 222 IWAPProach 23.1 C -- -- 22.9 C -- -- SB Left 270 136.5 F #125 270 68.7 E 50 269 SBThru 28.1 C 579 640 29.6 C 351 483 SB Right 335 14.2 B 25 114 22.3 C 19 93 SBApproach 29.6 C -- -- 29.5 C -- -- overall LOS 28.7 C -- -- 29.2 C -- -- 2. Seminole Lane (N-S) & Site Entrance/Gas Station Entrance (E-W) Unsignalized EB Left -Right t t t t t t t t EBAPProadi t t -- -- t t -- -- WBThru-Right t t t 86 t t t 81 WBAPP2Nrh t t __ t t NB Left-Thru t t t t t t t t AOAPProach t t -- -- t t -- -- 1 Orerall inferseciion LOS and delaympoited fors&mlizediniersecuons only. t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. Operational Analysis for 2022 Background Volume Conditions Table 5 summarizes the 2022 background intersection LOS, delay, 95th percentile queue lengths (Synchro), and maximum queue lengths (SimTraffic) based on the 2022 background peak hour traffic volumes shown on Figure 5, the existing lane geometry shown on Figure 2, and the existing traffic signal timings provided by VDOT. The corresponding analysis worksheets are included in Appendix C. 2231 Seminole Lane Traffic Assessment • •: �� January 15, 2021 Page 7of9 TIMMONS GROUP Table 5: 2022 Background Conditions Level of Service and Queues Intersection and Type of Control Movement and Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay' (sec/veh LO51 SYNCHRO 95th Percentile Queue RLength SimTraffic Per)centile Queue Length (ft) Delay (sec/veh) LO5' SYNCHRO9 Percentile Queue Length (ft) SimTraffic Percentile Queue Length (ft) 1. Seminole Trail (N-S) & Hilton Heights Road/Seminole Lane (E-W) Signalized EB Left 350 54.4 D 68 108 66.5 E 154 190 EB Left-Thru 54.3 D 70 74 67.1 E 157 168 EB Right 51.1 D 0 74 54.5 D 54 106 ESApproach 525 O -- -- 60.7 E - -- WB Left 184 82.4 1 F 1 #87 72 1 72.7 1 E 102 72 WBThru-Right 53.1 D 20 62 59.6 E 51 67 WBApproach 77,7 E - - 67,9 E - -- NB Left(2) 420 74.8 E #182 215 50.6 D 204 374 NB Thru 13.9 B 219 275 19.3 B 481 439 NB Thru-Right 13.9 B 219 84 19.3 B 481 240 NSApproach 227 C -- -- 23.3 C -- -- SB Left 270 123.7 F #122 257 68.7 E 50 268 SB Thru 26.9 C 579 607 30.0 C 361 509 SB Right 335 14.1 B 25 104 22.3 C 20 90 SSApproach 28.1 C - - 29.6 C - -- Overall LOS 27.7 C -- -- 29.5 C -- -- 2. Seminole Lane (N-S) & Site Entrance/Gas Station Entrance (E-W) Unsignalized EB Left -Right t t t 3 t t t t ESApproach t t - - t t -- -- WBThru-Right t t t 96 t t t 96 "Approach t t - - t t - -- NB Left-Thru t t t t t t t t NHAPProachl t t - - t t - -- 1 Owrall intersection LOS and delayreportedforsi9mlized intersecb'ons only. t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. As shown in Table 5 above, the signalized intersection of US Route 29 and Hilton Heights Road/Seminole Lane will operate at an overall Level of Service (LOS) C in the AM peak with a delay of 27.7 seconds/vehicle and a LOS C in the PM peak with a delay of 29.5 seconds/vehicle. The eastbound approach will operate at LOS D in the AM peak with a delay of 52.5 seconds/vehicle in the AM peak and LOS E in the PM peak with a delay of 60.7 seconds/vehicle. The westbound approach will operate at LOS E in the AM and the PM peak, with a delay of 77.7 seconds/vehicle in the AM peak and 67.9 seconds/vehicle in the PM peak. The mainline northbound approach will operate at LOS C in the AM and PM peak with a delay of 22.7 seconds/vehicle in the AM peak and a delay of 23.3 seconds/vehicle in the PM peak. The mainline southbound approach will operate at LOS C in the AM and PM peak with a delay of 28.1 seconds/vehicle in the AM peak and 29.5 seconds/vehicle in the PM peak. The 951h percentile and maximum queues will all be contained within the available storage with the exception of the southbound left queue. At the Seminole Lane/Gas Station/Site Entrance intersection, there is no opposing volume from the site in 2022 Background conditions. Therefore, there is no delay for the approaches. 2231 Seminole Lane Traffic Assessment f ' as January 15, 2021 Page 8of9 TIMMONS GROUP Operational Analysis for 2022 Future Volume Conditions Table 6 summarizes the 2022 future intersection (with the redevelopment) LOS, delay, 95th percentile queue lengths (Synchro), and maximum queue lengths (SimTraffic) based on the 2022 future peak hour traffic volumes shown on Figure 8, the existing lane geometry shown on Figure 2, and the existing traffic signal timings provided by VDOT. The corresponding analysis worksheets are included in Appendix D. Table 6: 2022 Total Future Conditions Level of Service and Queues Intersection and Type of Control Movement and Approach Turn lane Storage (R) AM PEAK HOUR PM PEAK HOUR Delay ` (seaveh) Los , SYNCHRO 95th Percentile Queue Length (R) SimTraffic Ix Pencentile QUeue Len ft Delay r (sec/veh) LOS ` SYNCHRO9 5th Percentile Queue Len ft SimTraffic Max Percentile Queue Length R 1. Seminole Trail (N-S) & Hilton Heights Road/Seminole lane (E-W) Siganiized EB Left 350 54.4 D 68 108 66.5 E 154 188 EB Left-Thru 54.3 D 70 60 67.1 E 157 165 EB Right 51.1 D 0 74 54.5 D 54 103 E6Approach 52.5 O - -- 60.7 E -- -- WB Left 184 124.0 F #155 95 70.2 E #131 73 WBThru-Right 51.9 1 D 35 72 1 57.9 1 E 56 71 WeAPproach 103.5 F - -- 65.6 E -- -- NB Left (2) 420 76.6 E #182 227 50.6 D 204 363 NBTIru 15.6 B 225 287 20.6 C 486 469 NBTiru-Right 15.6 B 225 156 20.6 C 486 223 116APProach 14.2 C -- -- 24.4 C -- - SBLeft 270 133.1 F #171 270 94.3 F 65 269 SBTIru 28.5 C 579 651 31.4 C 361 483 SB Right 335 14.7 B 25 91 23.3 C 20 92 SBAPProach 30.6 C -- -- 31.9 C -- -- Overal LOS 30.6 C -- -- 30.9 C -- -- 2. Seminole Lane (N-S) & Site Entrance/Gas Station Entrance(E-W) Onsgnalized EB Left -Right t t t 19 t t t 3 ESAPProach t t - -- t t -- -- WBThru-Right t t t 120 t t t 132 WeAPProach t t -- -- t t -- - N13 fit-Thru 10.0 A 5 124 9.8 A 2 54 ABAPP1111h 10.0 A -- -- 9.8 A -- -- 1 Overall intevseaNan LOS and deiayreporied forsignalmed inlermctrom only. t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. As shown in Table 6, the redevelopment of 2231 Seminole Lane will have minimal to no impact on the operations of the study intersections. The signalized intersection of US Route 29 and Hilton Heights Road/Seminole Lane will continue to operate at overall LOS C in both peak hours. The mainline approaches will continue to operate at LOS C or better in both peak hours. The side street approaches will continue to operate at similar LOS to Background conditions. It is noted the westbound approach will operate at an overall LOS F with 103.5 sec/vehicle of delay in the AM peak hour. The AM peak hour cycle length is 115 seconds which indicates that 2231 Seminole Lane Traffic Assessment • •: �� January 15, 2021 Page 9of9 TIMMONS GROUP although the westbound approach operates at LOS F, on average, westbound vehicles will clear the signal within one cycle length. The 951h percentile and maximum queues will all be contained within the available storage with the exception of the southbound left queue as noted under existing and background conditions. At the unsignalized intersection of Seminole Lane and Site Entrance/Gas Station Entrance the northbound approach operates at LOS A in both the AM and PM peaks. Conclusions The 2231 Seminole Lane redevelopment will have minimal to no impact on the adjacent US Route 29/Hilton Heights Road/Seminole Lane intersection. The intersection will continue to operate at the same LOS with minimal increase in delay and queuing. No improvements are required at the study intersections to accommodate the vehicular traffic generated by the development. W� f 0 � o I M E 29 Hilton Heights Road Seminole Lane S'=2os o in v a w C Y I�.. ..�' co D C F Fw e NOT TO SCALE �• I LEGEND: Existing Road _ Proposed Site S• Effective Storage (in feet)* i— Lane Configuration fSignalized Intersection Stop Controlled Intersection f Stop Sign Location *Per TOSAM guidelines, effective storage equals the full width storage length plus 1/2 the taper length R0000000 Existing Geometry Figure • ' 2231 Seminole Lane TIMMONS GROUP Albemarle County, Virginia 2 YOUR VISION ACHIEVED THROUGH OURS. W� f �� mo 29 ry m QI m L. 4 (14) 3(16) J l ] OI J + Y Hilton Heights Road + Y lJ ` 31(51) Seminole Lane 0 (158) 44 o n 1 (85) 103 (12)10, '^ (0) 0 (166) 74 .... rn .�'. o 0 ri �n �o in rvrn o 0 F N u c � w o C w c °Y' D C ( Fw e NOT TO SCALE LEGEND: Existing Road _ Proposed Site Lane Configuration Signalized Intersection Stop Controlled Intersection h Stop Sign Location 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE 2020 Existing Volumes (Unadjusted) Figure .000000� 0 % 2231 Seminole Lane TIMMONS GROUP 3 YOUR VISION ACHIEVED THROUGH OOR$. Albemarle County, Virginia 11 LEGEND: Existing Road _ Proposed Site j— Lane Configuration Signalized Intersection Stop Controlled Intersection f Stop Sign Location 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes N �N �O �O vP Hilton Heights Road (188) 60 -1' a (14) 14 � (198) 101 --iF n m O_ rJ (1%) I � 4(19) i 42 (61) Seminole Lane a (101) 142 -r (0) 0 M NOT TO SCALE 0000000 2020 Existing Volumes (Adjusted) Figure 0 2231 Seminole Lane TIMMONS GROUP 4 YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia W� f �P Po GI�Ii ?g 5 17 tiNlnv �4(19) 1 ' IOI Yi Hilton Heights Road ` 43 (62) Seminole Lane 0 (192) 61 � 1 (* (102) 144 --A (14) 14 + o ry M v (202) 103 M (0) 0 o 0 P"PD PP�I�D 0 0 � M VI " M 00 U C C � O C C W NIn Y !T N h: _I A f wl � i Ate" LEGEND: Existing Road _ Proposed Site j— Lane Configuration Signalized Intersection Stop Controlled Intersection j Stop Sign Location 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE 2022 Background Volumes Figure R000000• 0 ' 2231 Seminole Lane TIMMONS GROUP 5 YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia W� f 0 29 P Hilton Heights Road `(60°/) Seminole Lane 0 ° C* 100% y o � 0 0 F U C c A °J o c c w °Y N h: _I Z f �'Y Ate., LEGEND: Existing Road _ Proposed Site j--- Lane Configuration Signalized Intersection Stop Controlled Intersection j Stop Sign Location 00% Entering Site Trips (00%) Exiting Site Trips NOT TO SCALE Site Trip Distribution Figure R000000• • ' 2231 Seminole Lane TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia 6 W� f -- I 2J IN �- 20 (t0) ~11 Hilton Heights Road jrr--29(14) Seminole Lane m (25) 52 -y v .. v ry � F N u C A ji O Cy C w N � co ck N (A NOT TO SCALE LEGEND: Existing Road _ Proposed Site Lane Configuration s Signalized Intersection Stop Controlled Intersection f Stop Sign Location 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE Site Generated Trips Figure .0000000 0 0 2231 Seminole Lane TIMMONS GROUP 7 YOUR VISION ACHIEVED THROUGH OOR$. Albemarle County, Virginia W� f 25 27) vNlIi o 29 .rv.Ni. IPf �4(19) 1 ' Y1 Hilton Heights Road ` 72 (76) Seminole Lane 0 (192) 61 (� 1 (102) 144 (14)14 � +orvMm m o D o (26) 62 (202) 103 O O m �.N Q U C A � O C W C NIn Y N h: _I Z f wl � i E� JIM LEGEND: Existing Road _ Proposed Site j— Lane Configuration Signalized Intersection Stop Controlled Intersection f Stop Sign Location 00 AM Peak Hour Volumes (00) PM Peak Hour Volumes NOT TO SCALE 2022 Total Volumes Figure R000000• 0 ' 2231 Seminole Lane TIMMONS GROUP 8 YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia APPENDIX A Traffic Count Data Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights -Seminole Ln AM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Cars US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound SI2R Time Bight - left u-Tav wpp. Taw Right - -tt u-Tav npp. row Siglrc T I u-Tav ;4-, Taw Right Thw IrR LL11uv npp. Tow ld. Tdd 07.00 AM 27 299 3 0 329 3 1 3 0 7 15 171 20 9 215 11 0 4 0 15 566 07'15 AM 35 401 4 1 441 0 0 6 0 6 9 211 30 13 263 20 1 10 0 31 741 07.30 AM 28 484 11 1 524 3 0 9 0 12 9 206 25 16 256 16 4 9 0 29 821 07:45 AM 34 533 14 0 581 1 1 4 0 6 16 247 30 12 305 19 2 12 0 33 925 Total 124 1717 32 2 1875 7 2 22 0 31 49 835 105 50 1039 66 7 35 0 108 3653 08:00 AM 28 377 11 1 417 0 2 5 0 7 17 242 25 14 298 13 3 11 0 27 749 0815 AM 19 341 5 3 368 1 0 11 0 12 10 259 34 I1 314 I6 2 20 0 38 732 08.30 AM 29 304 3 2 338 0 1 6 0 7 10 181 37 17 249 20 2 10 0 32 626 08:45 AM 29 290 6 5 330 1 1 12 0 14 9 226 43 10 288 15 2 10 0 27 659 Total 105 1312 25 11 1453 1 2 4 34 0 40 1 46 912 139 52 1149 1 64 9 51 0 124 1 2766 Grand Total 229 3029 57 13 3328 9 6 56 0 71 95 1747 244 102 2118 130 16 86 0 232 5819 Appreh % 6.9 91 1.7 0.4 12.7 8.5 78.9 0 4.3 79.8 11.2 4.7 56 6.9 37.1 0 Total% 3.9 52.1 1 0.2 57.2 0.2 0.1 t 0 1.2 1.6 30 4.2 1.8 37.6 2.2 0.3 1.5 0 4 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $!M Time N I nna I > ft I A . To Ri t TMt Lefl A . Total Ri t TMt Icfi . Total Ri t I T6ru I I -eft I A . Total Peak How Analysis From 07:00 AM to 08:45 AM -Peak t of 1 Peak How for Entire Inlerseetion Begins at 07:15 AM ImTota 07:15 AM 35 401 4 440 0 0 6 6 9 211 30 250 20 1 10 31 727 M:30 AM 28 4M 11 523 3 0 9 12 9 206 25 240 16 4 9 29 804 07:45 AM M 533 14 Sal 1 1 4 6 16 247 30 293 19 2 12 33 913 08:00 AM 28 377 11 416 0 2 5 7 17 242 25 284 13 3 11 27 7M TotalVolome 125 1795 40 1960 4 3 M 31 51 906 110 1067 68 10 42 120 3178 %App. Total 6.4 91.6 2 12.9 9.7 77.4 4.0 84.9 56.7 8.3 35 PHF .893 .842 .714 .843 .333 .375 .W .646 .750 .917 .9 .917 .910 .850 .625 .875 .909 .870 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights —Seminole Ln AM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Trucks US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound SI2R Time Right Thtu Taft u-- a Taw Right Thtu Taft u-Tav A- Tow Right Tina Les H-Tav Ap Tm Right Thtu IrR LLl1uv AITmal In. INaal 07.00 AM 0 19 0 0 19 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 35 07.15 AM 0 18 0 0 18 0 0 0 0 0 0 18 3 0 21 1 0 1 0 2 41 07:30 AM 0 18 0 0 18 0 0 4 0 4 2 20 0 0 22 2 0 0 0 2 46 07:45 AM 1 26 0 0 27 0 0 1 0 1 0 13 0 0 13 1 0 1 0 2 43 Total 1 81 0 0 82 0 0 5 0 5 2 67 3 0 72 4 0 2 0 6 165 OS:00 AM 0 20 0 0 20 0 0 2 0 2 0 18 3 2 23 2 0 0 0 2 47 0815 AM 1 19 0 0 20 0 0 0 0 0 0 20 3 0 23 0 0 0 0 0 43 08:30 AM 0 21 0 0 21 0 0 0 0 0 0 20 0 1 21 0 0 2 0 2 44 08:45 AM 1 14 0 0 15 0 0 1 0 1 0 21 1 t 23 0 0 1 0 1 40 Total 1 2 74 0 0 76 1 0 0 3 0 3 1 0 79 7 4 90 1 2 0 3 0 5 1 174 Grand Total 3 155 0 0 158 0 0 S 0 8 2 146 10 4 162 6 0 5 0 11 339 Apprch % 1.9 98.1 0 0 0 0 100 0 1.2 90.1 6.2 2.5 54.5 0 45.5 0 Total % 0.9 45.7 0 0 46.6 0 0 2.4 0 2.4 0.6 43.1 2.9 1.2 47.8 1.8 0 1.5 0 3.2 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $!M Time ht I nnu I lefl I A . To Ri t TMt Lefl A .Total Ri t TMt Icfi .Total Ri t I T Left I A . Total Peak How Analysis From 07:00 AM to 08:45 AM -Peak t of 1 Peak How for Entire lnlerseetion Begins at 07:30 AM W. Tota 07:30 AM 0 18 0 18 0 0 4 4 2 20 0 22 2 0 0 2 46 07:45 AM 1 26 0 27 0 0 1 1 0 13 0 13 1 0 1 2 43 08:00 AM 0 20 0 20 0 0 2 2 0 18 3 21 2 0 0 2 45 08:15 AM 1 19 0 20 0 0 0 0 0 20 3 23 0 0 0 0 43 Total Volume 2 83 0 85 0 0 7 7 2 71 6 79 5 0 1 6 177 %App. Total 2.4 97.6 0 0 0 100 2.5 89.9 7.6 63.3 0 16.7 PHF .500 .798 .000 .787 .000 .000 .438 .438 .250 .666 .500 .859 .625 .000 .250 .750 .962 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights —Seminole Ln AM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Pedestrians US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound SI2R Time Right — Icft u-- MP. Taw Right Tan Icft ILTum A- TOW Right Tina IrR H-Tuv Ap Toat Right Tan IrR LLl1uv AITnul hn. Td 07.00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07.15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 2 Total 1 0 0 0 0 0 1 0 0 0 1 1 1 0 0 0 t 1 1 0 0 0 0 0 1 2 Grand Total 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 2 Appreh % 0 0 0 0 0 0 0 100 0 0 0 100 0 0 0 0 TOW % 0 0 0 0 0 0 0 0 50 50 0 0 0 50 50 0 0 0 0 0 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $!M Time ht I nan I Left I A . Total Ri t 11mt Lefl A .Total Ri t 11mt Icfi .Total Ri t I Thta I Left I A . Total Peak How Analysis From 07:00 AM to 08:45 AM -Peak t of 1 Peak How for Entire lnletseelion Begins at 07:00 AM W. Tota 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Vol. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % .ToW 0 0 0 0 0 0 0 0 0 0 0 0 PHP .000 .000 .000 .000 .000 .000 .000 .000 .000 A00 .000 .000 .000 .000 .000 .000 .000 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights -Seminole Ln AM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Cars - Trucks US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound S12R Time Right T&u U11 u-Tau MP. Taw Right T1au U11 u-Tuu A- Tow Rig& T&u Ir.R u-Tuv Ap Ttl Right T1au IrR LLl1uv AITO ! .'Total 07.00 AM 27 318 3 0 348 3 1 3 0 7 15 187 20 9 231 11 0 4 0 15 601 07'15 AM 35 419 4 1 459 0 0 6 0 6 9 229 33 13 284 21 1 11 0 33 782 07.30 AM 28 502 11 1 542 3 0 13 0 16 11 226 25 16 278 18 4 9 0 31 867 07:45 AM 35 559 14 0 608 1 1 5 0 7 16 260 30 12 318 20 2 13 0 35 968 Total 125 1798 32 2 1957 7 2 27 0 36 51 902 108 50 1111 70 7 37 0 114 3218 08:00 AM 28 397 11 1 437 0 2 7 0 9 17 260 28 I6 321 15 3 11 0 29 796 08:15 AM 20 360 5 3 388 1 0 11 0 12 10 279 37 11 337 I6 2 20 0 38 775 08.30 AM 29 325 3 2 359 0 1 6 0 7 10 205 37 18 270 20 2 12 0 34 670 08:45 AM 30 304 6 5 345 1 1 13 0 15 9 247 44 11 311 15 2 11 0 28 699 Total 107 1386 25 11 1529 1 2 4 37 0 43 1 46 991 146 56 1239 1 66 9 54 0 129 1 2940 Grand Total 232 3184 57 13 3486 9 6 64 0 79 1 97 1893 254 106 2350 136 16 91 0 243 6158 Apprch % 6.7 91.3 1.6 0.4 11.4 7.6 81 0 4.1 80.6 10.8 4.5 56 6.6 37.4 0 Total% 3.8 51.7 0.9 0.2 56.6 0.1 0.1 1 0 1.3 1 1.6 30.7 4.1 1.7 38.2 2.2 0.3 1.5 0 3.9 Cars 229 3029 57 13 3328 9 6 56 0 71 95 1747 244 102 2188 130 16 86 0 232 5819 %Cars 98.7 95.1 100 100 95.5 100 100 87.5 0 89.9 97.9 92.3 96.1 96.2 93.1 95.6 100 94.5 0 95.5 94.5 Tracks 3 155 0 0 158 0 0 8 0 8 2 146 10 4 162 6 0 5 0 11 339 %Trucks 1.3 4.9 0 0 4.5 0 0 12.5 0 10.1 2.1 7.7 3.9 3.8 6.9 4.4 0 5.5 0 4.5 5.5 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $[art Time 1a I Thm I I -eft I AM, Right I TMt I > ft I RiRht I TMt I r .Total Ri t I TMt I > ft I AM, Total Peak How Aoaly k Prom 07:00 AM to 08:45 AM - Peak 1 of 1 Peak How for Entire Intersection Begins at 07:15 AM Ira. Total 07:15 AM 35 419 4 458 0 0 6 6 9 229 33 271 21 1 11 33 768 07:30 AM 28 502 11 541 3 0 13 16 11 226 25 262 IS 4 9 31 850 07:45 AM 35 559 14 608 1 1 5 7 16 260 30 306 20 2 13 35 956 08:00 AM 28 397 11 436 0 2 7 9 17 260 28 305 15 3 11 29 779 Total V.I. 126 1877 40 2043 4 3 31 38 53 975 116 1144 74 10 44 128 3353 %App. Total 6.2 91.9 2 10.5 7.9 81.6 4.6 85.2 10.1 57.8 7.8 34.4 P7 .900 .839 .714 .M .333 .375 .596 .594 .779 .938 .879 .935 .881 .625 .846 .914 .877 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights -Seminole Ln PM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Cars US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound S12R Time Right Thw Icft u-Tav wpp. raw Right TLw Icft u-Tav npp. row Right Ttnu IrR u-Tav wpp. raw gists TurnIrR LL11uv npp. row In. Totd 04:00 PM 23 258 1 0 282 6 1 9 0 16 17 398 60 16 491 33 2 23 0 58 847 04'15 PM 23 323 7 0 353 2 2 10 0 14 14 434 72 15 535 46 1 25 0 72 974 04:30 PM 38 337 4 0 379 3 4 12 0 19 12 446 61 5 524 40 2 34 0 76 998 04.45 PM 40 344 3 2 389 3 5 9 0 17 15 451 70 12 548 47 3 35 0 85 1039 Total 124 1262 15 2 1403 14 12 40 0 66 58 1729 263 48 2098 166 8 117 0 291 3858 05:00 PM 24 310 6 1 341 4 6 14 0 24 13 472 59 10 554 38 4 46 0 88 1007 05:15 PM 20 318 3 0 341 2 1 16 0 19 15 524 64 9 612 37 3 42 0 82 1054 05:30 PM 20 294 2 0 316 2 1 12 0 15 13 458 61 12 544 44 3 34 0 81 956 05:45 PM 23 272 6 0 301 2 0 8 0 10 6 394 58 18 466 36 5 27 0 68 845 Total 1 87 1194 17 1 1299 1 10 8 50 0 68 1 47 1838 242 49 2176 1 155 15 149 0 319 1 3862 Grand Total 211 2456 32 3 2702 24 20 90 0 134 105 3567 505 97 4274 321 23 266 0 610 7720 Apprch % 7.8 90.9 1.2 0.1 17.9 14.9 67.2 0 2.5 83.5 11.8 2.3 52.6 3.8 43.6 0 Total % 2.7 31.8 0.4 0 35 0.3 0.3 1.2 0 1.7 1.4 46.2 6.5 1.3 55.4 4.2 0.3 3.4 0 7.9 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $tart Time W Thw >efl A .Total Ri t I Torn I Left I A .Total Ri t I Torn I Ic0 I App.Total lti t I Toni I 1<fl I A .Total Peak How Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak How for Entire Inlerseelion Begins at 04:30 PM Im. Total 04:30 PM 38 337 4 379 3 4 12 19 12 446 61 119 40 2 34 76 993 04:45 PM 40 344 3 387 3 5 9 17 is 451 70 536 47 3 35 85 1025 05:00 PM 24 310 6 340 4 6 14 24 13 472 59 544 38 4 46 88 996 05:15 PM 20 318 3 M1 2 1 16 19 15 524 64 603 37 3 42 82 1045 Total Volans, 122 1309 16 1447 12 16 51 79 55 1893 254 2202 162 12 157 331 4059 %App. Total 9.4 90.5 1.1 15.2 20.3 M.6 2.5 86 11.5 48.9 3.6 47.4 PRF .763 .951 .667 .935 .750 .667 .797 .0 .917 .903 .907 .913 .862 .750 .853 .940 .971 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights —Seminole Ln PM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Trucks US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound S12R Time Right TLw Icft u-Tav app. r— Right -lan Icft u-Tav MP. TOW Right TLm IrR u-Tav app. T-n Right -lan IrR LLl1uv Al. TOW In Tdd 04.00 PM 0 12 0 0 12 0 0 0 0 0 2 8 1 0 11 0 0 0 0 0 23 04.15 PM 0 19 0 0 19 0 0 0 0 0 1 12 0 0 13 0 0 0 0 0 32 04.30 PM 1 14 0 0 15 0 0 0 0 0 1 17 1 0 19 1 0 0 0 1 35 04:45 PM 0 8 0 0 8 1 0 0 0 1 0 10 0 0 10 1 0 0 0 1 20 Total 1 53 0 0 54 1 0 0 0 1 4 47 2 0 53 2 0 0 0 2 110 05:00 PM 0 19 0 0 19 1 0 0 0 1 1 8 0 0 9 2 0 1 0 3 32 05.15 PM 0 13 0 0 13 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 21 05.30PM 0 8 0 0 8 0 0 0 0 0 0 6 0 0 6 0 0 2 0 2 16 05:45 PM 0 11 0 0 11 0 0 0 0 0 1 8 0 0 9 0 0 0 0 0 20 Total 1 0 51 0 0 51 1 t 0 0 0 1 1 2 30 0 0 32 1 2 0 3 0 5 1 89 Grand Total 1 104 0 0 105 2 0 0 0 2 6 77 2 0 85 4 0 3 0 7 199 Apprch % 1 99 0 0 100 0 0 0 7.1 90.6 2.4 0 57.1 0 42.9 0 Total % 0.5 52.3 0 0 52.8 1 0 0 0 1 3 38.7 1 0 42.7 2 0 1.5 0 3.5 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $tM Time N I Thw I lefl I A .To aght I T Left I A .Total Peak How Analysis From 04:00 PM to 05:45 PM - Peak 1 of t Peak How forEntire Inletseetion Begins at 04:15 PM W. Tota 04:15 PM 0 19 0 19 0 0 0 0 1 12 0 13 0 0 0 0 32 04:30 PM 1 14 0 15 0 0 0 0 1 17 1 19 1 0 0 1 35 04:45 PM 0 8 0 8 1 0 0 1 0 10 0 10 1 0 0 1 20 05:00 PM 0 19 0 19 1 0 0 1 1 8 0 9 2 0 1 3 32 Total Volans: 1 60 0 61 2 0 0 2 3 47 1 51 4 0 1 5 119 %App. Total 1.6 98.4 0 100 0 0 5.9 92.2 2 80 0 20 PRF .250 .789 .000 .803 .500 .000 .000 .500 .750 .691 .250 .671 .500 .000 .250 .417 .850 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights —Seminole Ln PM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Pedestrians US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound SI2R Time Bight Thm Icft u-Tav wpp. Taw Rigla Tlae Icft u-Tav npp. row Right Ttw IrR u-Tav wpp. Taut Right Tlae IrR LLnuv npp. Tow ld. Tdd 04.00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04.15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04.30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05.15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05.30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Appreh % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $tart Time N I nna I > ft I A .Total Ri t 11mt Lefl A .Total Ri t 11mt Icfi .Total Ri tI TInu I Leff I A .Total Peak How Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak How forEntire Intersection Begins at 04:00 PM ImTota 04.00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04.15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHP .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Peggy Malone & Associates (888)247-8602 File Name : US 29 & Hilton Heights -Seminole Ln PM Site Code Start Date : 12/3/2020 Page No :1 Groups Printed- Cars - Trucks US 29 Seminole Ln US 29 Hilton Heights Rd Southbound Westbound Northbound Eastbound S12R Time Right TLtu Icft u-Tau MP. r- Right TLru Icft u-Tav MP. TOW Right TLtu IrR u-Tav MP.TmI Right TLru IrR LL11uv MP. TOW In Tdd 04:00 PM 23 270 1 0 294 6 1 9 0 16 19 406 61 16 502 33 2 23 0 58 870 04'15 PM 23 342 7 0 372 2 2 10 0 14 15 446 72 15 548 46 1 25 0 72 1006 04:30 PM 39 351 4 0 394 3 4 12 0 19 13 463 62 5 543 41 2 34 0 77 1033 04.45 PM 40 352 3 2 397 4 5 9 0 18 15 461 70 12 558 48 3 35 0 86 1059 Total 125 1315 15 2 1457 15 12 40 0 67 62 1776 265 48 2151 168 8 117 0 293 3968 05:00 PM 24 329 6 1 360 5 6 14 0 25 14 480 59 10 563 40 4 47 0 91 1039 05:15 PM 20 331 3 0 354 2 1 16 0 19 15 532 64 9 620 37 3 42 0 82 1075 05:30 PM 20 302 2 0 324 2 1 12 0 15 13 464 61 12 550 44 3 36 0 83 972 05:45 PM 23 283 6 0 312 2 0 8 0 10 7 392 58 18 475 36 5 27 0 68 865 Total 1 87 1245 17 1 1350 1 11 8 50 0 69 1 49 1868 242 49 2208 1 157 15 152 0 324 1 3951 Grand Total 212 2560 32 3 2807 26 20 90 0 136 111 3644 507 97 4359 1 325 23 269 0 617 7919 Appreh % 7.6 91.2 1.1 0.1 19.1 14.7 66.2 0 2.5 83.6 11.6 2.2 52.7 3.7 43.6 0 Total % 2.7 32.3 0.4 0 35.4 0.3 0.3 1.1 0 1.7 1.4 46 6.4 1.2 55 1 4.1 0.3 3.4 0 7.8 Cont 211 2456 32 3 2702 24 20 90 0 134 105 3567 505 97 4274 321 23 266 0 610 7720 %Cars 99.5 95.9 100 100 96.3 92.3 100 100 0 98.5 94.6 97.9 99.6 100 98.1 98.8 100 98.9 0 98.9 97.5 Tracks 1 104 0 0 105 2 0 0 0 2 6 77 2 0 85 4 0 3 0 7 199 %Trucks 0.5 4.1 0 0 3.7 7.7 0 0 0 1.5 5.4 2.1 0.4 0 1.9 1.2 0 1.1 0 1.1 2.5 US 29 Southbound Seminole Ln Westbound US 29 Northbound Hilton Heights Rd Eastbound $[art Time In I Thw I Left I AM, [ I 1 Left I ftht I Torn I Icft I Eignt I Era I fefl I AM, TOW Peak How Avalysis From 06:00 PM to 05:45 PM - Peak 1 of I Peak How for Entire Intersection Begins at 04:30 PM Ira. Total 04:30 PM 39 351 4 394 3 4 12 19 13 463 62 138 41 2 34 77 1028 04:45 PM 40 352 3 395 4 5 9 18 15 461 70 546 48 3 35 86 1045 05:00 PM M 329 6 359 5 6 14 25 14 480 59 553 40 4 47 91 IM8 05:15 PM 20 331 3 354 2 1 16 19 15 532 M 611 37 3 42 82 1066 Total V.I. 123 1363 16 15M 14 16 51 81 57 1936 215 2248 166 12 158 336 4167 %App. Total 82 90.7 1.1 17.3 19.8 63 2.5 86.1 11.3 49.4 3.6 47 P1� .769 .968 .667 .951 .700 .667 .797 .810 .950 .910 .911 .920 .865 .750 .840 .923 .977 APPENDIX B 2020 Existing Conditions Analysis Reports Queues 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 41 43 115 48 11 270 1601 68 2922 197 v/c Ratio 0.41 0.42 0.34 0.58 0.13 0.89 0.43 0.74 0.86 0.21 Control Delay 63.8 64.0 2.6 80.0 40.6 82.1 13.7 95.6 27.1 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.8 64.0 2.6 80.0 40.6 82.1 13.7 95.6 27.1 2.0 Queue Length 50th (ft) 31 32 0 35 4 104 196 51 548 0 Queue Length 95th (ft) 68 71 0 #87 23 #181 219 #125 579 25 Internal Link Dist (ft) 476 97 545 662 Turn Bay Length (ft) 205 420 270 335 Base Capacity (vph) 109 112 349 85 87 304 3694 92 3382 935 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 0.38 0.38 0.33 0.56 0.13 0.89 0.43 0.74 0.86 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing AM Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 7 f- ~ it 4\ I /r IJ* 1* Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations +1 r T+ M tttT* A Traffic Volume (vph) 60 14 101 42 4 5 78 159 1336 73 4 55 Future Volume (vph) 60 14 101 42 4 5 78 159 1336 73 4 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 0.92 1.00 0.99 1.00 Fit Protected 0.95 0.97 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1618 1651 1524 1530 1478 3273 6061 1736 Fit Permitted 0.95 0.97 1.00 0.95 1.00 0.95 1.00 0.95 Satd.Flow (perm) 1618 1651 1524 1530 1478 3273 6061 1736 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 68 16 115 48 5 6 89 181 1518 83 5 62 RTOR Reduction (vph) 0 0 108 0 6 0 0 0 6 0 0 0 Lane Group Flow (vph) 41 43 7 48 5 0 0 270 1595 0 0 68 Heavy Vehicles (°/u) 6% 6% 6% 18% 18% 18% 7% 7% 7% 7% 4% 4% Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 3 3 4 4 5 5 2 1 1 Permitted Phases 3 Actuated Green, G (s) 7.2 7.2 7.2 5.1 5.1 10.7 66.9 4.9 Effective Green, g (s) 7.2 7.2 7.2 5.1 5.1 10.7 66.9 4.9 Actuated g/C Ratio 0.06 0.06 0.06 0.04 0.04 0.09 0.58 0.04 Clearance Time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 101 103 95 67 65 304 3525 73 v/s Ratio Prot 0.03 c0.03 c0.03 0.00 c0.08 0.26 0.04 v/s Ratio Perm 0.00 v/c Ratio 0.41 0.42 0.08 0.72 0.08 0.89 0.45 0.93 Uniform Delay, d1 51.8 51.9 50.8 54.2 52.7 51.6 13.7 54.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 2.7 0.3 30.4 0.5 25.3 0.4 81.6 Delay (s) 54.5 54.6 51.1 84.6 53.2 76.8 14.1 136.5 Level of Service D D D F D E B F Approach Delay (s) 52.6 78.8 23.1 Approach LOS D E C Intersection Summa HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 31.6 Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing AM Synchro 10 Report Timmons Group Page 2 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 j r LaneXonfigurations tttt r Traffic Volume (vph) 2571 173 Future Volume (vph) 2571 173 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.7 5.7 Lane Util. Factor 0.86 1.00 Frt 1.00 0.85 Fit Protected 1.00 1.00 Satd. Flow (prot) 6285 1553 Fit Permitted 1.00 1.00 Satd. Flow (perm) 6285 1553 Peak -hour factor, PHF 0.88 0.88 Adj. Flow (vph) 2922 197 RTOR Reduction (vph) 0 94 Lane Group Flow (vph) 2922 103 Heavy Vehicles (°/u) 4% 4% Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 60.4 60.4 Effective Green, g (s) 60.4 60.4 Actuated g/C Ratio 0.53 0.53 Clearance Time (s) 5.7 5.7 Vehicle Extension (s) 4.5 4.5 Lane Grp Cap (vph) 3300 815 v/s Ratio Prot c0.46 v/s Ratio Perm 0.07 v/c Ratio 0.89 0.13 Uniform Delay, d1 24.2 13.9 Progression Factor 1.00 1.00 Incremental Delay, d2 3.9 0.3 Delay (s) 28.1 14.2 Level of Service C B Approach Delay (s) 29.6 Approach LOS C Intersection Summary - 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing AM Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 6: Site Entrance & Seminole Lane 01/05/2021 --I� 7 f� ~ 4N /01 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ Traffic Volume (veh/h) 142 0 0 51 0 0 Future Volume (Veh/h) 142 0 0 51 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.92 0.92 Hourly flow rate (vph) 161 0 0 58 0 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 177 pX, platoon unblocked vC, conflicting volume 161 219 161 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 161 219 161 tC, single (s) 4.3 6.4 6.2 tC, 2 stage (s) tF (s) 2.4 3.5 3.3 p0 queue free % 100 F 100 100 cM capacity (veh/h) 1326 769 884 114MERTAI Volume Total 161 58 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 _ Volume to Capacity 0.09 0.03 0.00 Queue Length 95th (ft) 0 0 0 _ Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary i Average Delay Intersection Capacity Utilization 10.8% ICU Level of Service Analysis Period (min) 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing AM Timmons Group IG Synchro 10 Report Page 4 Queuing and Blocking Report 2020 Existing AM 01/05/2021 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement EB EB EB WB WB NB NB NB NB NB NB SB Directions Served L LT R L TR UL L T T T TR UL Maximum Queue (ft) 108 67 79 74 59 190 206 276 256 183 99 270 Average Queue (ft) 43 13 26 39 12 90 118 154 126 61 23 86 95th Queue (ft) 90 44 57 77 42 168 192 254 217 143 62 228 Link Distance (ft) 464 464 55 55 585 585 585 585 Upstream Blk Time (%) 15 1 Queuing Penalty (veh) 4 0 Storage Bay Dist (ft) 205 420 420 270 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 1: US 29-Seminole Trail & Hilton Heiqhts Road/Seminole Lane Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft) 640 566 436 293 114 Average Queue (ft) 391 347 245 132 40 95th Queue (ft) 579 518 392 266 85 Link Distance (ft) 689 689 689 689 Upstream Blk Time (°/u) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 335 Storage Blk Time (%) 20 0 0 Queuing Penalty (veh) 19 0 0 Intersection: 6: Site Entrance & Seminole Lane ovemen Directions Served T Maximum Queue (ft) Average Queue (ft) 12 95th Queue (ft) Link Distance (ft) 343 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) MinCe79WN1i, IF Network wide Queuing Penalty: 17 2231 Seminole Lane Starbucks SimTraffic Report Timmons Group Page 1 Queues 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 f- ~ 4\ T `► 1 Lane Group BL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 102 104 202 62 36 353 2420 23 1655 149 v/c Ratio 0.65 0.66 0.57 0.54 0.28 0.67 0.61 0.28 0.56 0.18 Control Delay 76.2 76.6 10.8 75.7 41.6 59.1 18.2 68.8 27.1 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.2 76.6 10.8 75.7 41.6 59.1 18.2 68.8 27.1 1.6 Queue Length 50th (ft) 88 89 0 51 15 146 425 19 309 0 Queue Length 95th (ft) 152 154 51 100 51 200 466 50 351 19 Internal Link Dist (ft) 977 97 545 662 Turn Bay Length (ft) 205 420 270 335 Base Capacity(vph) 180 181 374 127 140 525 3965 83 2936 827 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reducln 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 0.57 0.54 0.49 0.26 0.67 0.61 0.28 0.56 0.18 Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing PM Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane * 01/05/2021 Lane Configurations 4 r to M tttT* A Traffic Volume (vph) 188 14 198 61 19 17 43 303 2304 68 4 19 Future Volume (vph) 188 14 198 61 19 17 43 303 2304 68 4 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 1.00 Fit Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1698 1713 1599 1770 1731 3433 6380 1736 Fit Permitted 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 Satd.Flow (perm) 1698 1713 1599 1770 1731 3433 6380 1736 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 192 14 202 62 19 17 44 309 2351 69 4 19 RTOR Reduction (vph) 0 0 183 0 16 0 0 0 3 0 0 0 Lane Group Flow (vph) 102 104 19 62 20 0 0 353 2417 0 0 23 Heavy Vehicles(%) 1% 1% 1% 2% 2% 2% 2% 2% 2% 2% 4% 4% Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 3 3 4 4 5 5 2 1 1 Permitted Phases 3 Actuated Green, G (s) 12.0 12.0 12.0 7.3 7.3 23.1 76.0 3.8 Effective Green, g (s) 12.0 12.0 12.0 7.3 7.3 23.1 76.0 3.8 Actuated g/C Ratio 0.09 0.09 0.09 0.06 0.06 0.18 0.58 0.03 Clearance Time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 156 158 147 99 97 610 3729 50 v/s Ratio Prot 0.06 c0.06 c0.04 0.01 0.10 c0.38 0.01 v/s Ratio Perm 0.01 v/c Ratio 0.65 0.66 0.13 0.63 0.21 0.58 0.65 0.46 Uniform Delay, d1 57.0 57.0 54.2 60.0 58.6 49.0 18.1 62.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.5 9.5 0.4 11.7 1.1 1.3 0.9 6.6 Delay (s) 66.4 66.5 54.6 71.7 59.6 50.3 18.9 68.7 Level of Service E E D E E D B E Approach Delay (s) 60.6 67.3 22.9 Approach LOS E E C Intersection Summary HCM 2000 Control Delay 29.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 31.6 Intersection Capacity Utilization 76.1 % ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing PM Synchro 10 Report Timmons Group Page 2 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 j r Movement SBT SBR LaneXonfigurations tttt r Traffic Volume (vph) 1622 146 Future Volume (vph) 1622 146 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.7 5.7 Lane Util. Factor 0.86 1.00 Frt 1.00 0.85 Fit Protected 1.00 1.00 Satd. Flow (prot) 6285 1553 Fit Permitted 1.00 1.00 Satd. Flow (perm) 6285 1553 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1655 149 RTOR Reduction (vph) 0 85 Lane Group Flow (vph) 1655 64 Heavy Vehicles (°/u) 4% 4% Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 56.0 56.0 Effective Green, g (s) 56.0 56.0 Actuated g/C Ratio 0.43 0.43 Clearance Time (s) 5.7 5.7 Vehicle Extension (s) 4.5 4.5 Lane Grp Cap (vph) 2707 668 v/s Ratio Prot c0.26 v/s Ratio Perm 0.04 v/c Ratio 0.61 0.10 Uniform Delay, d1 28.6 22.0 Progression Factor 1.00 1.00 Incremental Delay, d2 1.0 0.3 Delay (s) 29.6 22.3 Level of Service C C Approach Delay (s) 29.5 Approach LOS C Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing PM Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 6: Site Entrance & Seminole Lane 01/05/2021 --I� 7 f� ~ 4N /01 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ Traffic Volume (veh/h) 101 0 0 97 0 0 Future Volume (Veh/h) 101 0 0 97 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 103 0 0 99 0 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 177 pX, platoon unblocked vC, conflicting volume 103 202 103 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 202 103 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) _ IF (s) 2.2 3.5 3.3 p0 queue free % M 100 100 cM capacity (veh/h) 1489 787 952 Direction, Lane # EB 1 WB 1 Volume Total 103 99 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 _ Volume to Capacity 0.06 0.06 0.00 Queue Length 95th (ft) 0 0 0 _ Control Delay (s) 0.0 0.0 0.0 Lane LOS A _ Approach Delay (s) 0.0 0.0 0.0 Approach LOS A _ Intersection Summary i Average Delay Intersection Capacity Utilization Analysis Period (min) ICU Level of Service IG 2231 Seminole Lane Starbucks 12/02/2020 2020 Existing PM Synchro 10 Report Timmons Group Page 4 Queuing and Blocking Report 2020 Existing PM 01/05/2021 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement EB EB EB WB WB NB NB NB NB NB NB SB Directions Served L LT R L TR UL L T T T TR UL Maximum Queue (ft) 183 163 105 72 67 234 336 415 394 330 222 269 Average Queue (ft) 110 69 46 45 27 135 188 267 255 188 104 43 95th Queue (ft) 168 146 83 83 61 227 285 385 365 301 199 160 Link Distance (ft) 964 964 57 57 587 587 587 587 Upstream Blk Time (°/u) 14 7 Queuing Penalty (veh) 7 3 Storage Bay Dist (ft) 205 420 420 270 Storage Blk Time (%) 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 0 Intersection: 1: US 29-Seminole Trail & Hilton Heiqhts Road/Seminole Lane Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft) 483 449 311 198 93 Average Queue (ft) 344 296 199 70 38 95th Queue (ft) 452 410 292 178 75 Link Distance (ft) 686 686 686 686 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) 335 Storage Blk Time (°/u) 16 Queuing Penalty (veh) Intersection: 6: Site Entrance & Seminole Lane ovemen Directions Served T Maximum Queue (ft) 8 Average Queue (ft) 12 95th Queue (ft) 5 Link Distance (ft) 366 Upstream Blk Time (°/u) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) MinCe79WN1i, IF Network wide Queuing Penalty: 14 2231 Seminole Lane Starbucks SimTraffic Report Timmons Group Page 1 APPENDIX C Background Traffic Conditions Analysis Reports Queues 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 --* f- ~ 4\ T `► 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 40 41 112 47 9 263 1562 65 2851 191 v/c Ratio 0.40 0.40 0.33 0.57 0.11 0.88 0.42 0.71 0.84 0.20 Control Delay 63.5 63.4 2.5 78.9 41.0 80.4 13.6 91.3 26.0 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 63.4 2.5 78.9 41.0 80.4 13.6 91.3 26.0 1.8 Queue Length 50th (ft) 30 31 0 35 3 101 190 48 524 0 Queue Length 95th (ft) 68 70 0 #87 20 #182 219 #122 579 25 Internal Link Dist (ft) 476 97 545 662 Turn Bay Length (ft) 205 420 270 335 Base Capacity(vph) 109 111 349 85 86 300 3696 92 3391 937 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 0.37 0.37 0.32 0.55 0.10 0.88 0.42 0.71 0.84 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2231 Seminole Lane Starbucks 12/02/2020 2022 Background AM Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 _--* __p, 7 f- ~ it 4\ I /r L* Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations +1 r T+ M tttT* A Traffic Volume (vph) 61 14 103 43 4 5 80 162 1363 74 4 56 Future Volume (vph) 61 14 103 43 4 5 80 162 1363 74 4 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 0.92 1.00 0.99 1.00 Fit Protected 0.95 0.97 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1618 1650 1524 1530 1476 3273 6061 1736 Fit Permitted 0.95 0.97 1.00 0.95 1.00 0.95 1.00 0.95 Satd.Flow (perm) 1618 1650 1524 1530 1476 3273 6061 1736 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 66 15 112 47 4 5 87 176 1482 80 4 61 RTOR Reduction (vph) 0 0 105 0 5 0 0 0 6 0 0 0 Lane Group Flow (vph) 40 41 7 47 4 0 0 263 1556 0 0 65 Heavy Vehicles (°/u) 6% 6% 6% 18% 18% 18% 7% 7% 7% 7% 4% 4% Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 3 3 4 4 5 5 2 1 1 Permitted Phases 3 Actuated Green, G (s) 7.2 7.2 7.2 5.1 5.1 10.6 66.9 4.9 Effective Green, g (s) 7.2 7.2 7.2 5.1 5.1 10.6 66.9 4.9 Actuated g/C Ratio 0.06 0.06 0.06 0.04 0.04 0.09 0.58 0.04 Clearance Time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 101 103 95 67 65 301 3525 73 v/s Ratio Prot 0.02 c0.02 c0.03 0.00 c0.08 0.26 0.04 v/s Ratio Perm 0.00 v/c Ratio 0.40 0.40 0.07 0.70 0.06 0.87 0.44 0.89 Uniform Delay, d1 51.8 51.8 50.8 54.2 52.7 51.5 13.5 54.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 2.5 0.3 28.2 0.4 23.3 0.4 68.9 Delay (s) 54.4 54.3 51.1 82.4 53.1 74.8 13.9 123.7 Level of Service D D D F D E B F Approach Delay (s) 52.5 77.7 22.7 Approach LOS D E C Intersection Summa HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 31.6 Intersection Capacity Utilization 81.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2231 Seminole Lane Starbucks 12/02/2020 2022 Background AM Synchro 10 Report Timmons Group Page 2 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 j r Movement SBT SBR LaneXonfigurations tttt r Traffic Volume (vph) 2623 176 Future Volume (vph) 2623 176 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.7 5.7 Lane Util. Factor 0.86 1.00 Frt 1.00 0.85 Fit Protected 1.00 1.00 Satd. Flow (prot) 6285 1553 Fit Permitted 1.00 1.00 Satd. Flow (perm) 6285 1553 Peak -hour factor, PHF 0.92 0.92 Adj. Flow (vph) 2851 191 RTOR Reduction (vph) 0 91 Lane Group Flow (vph) 2851 100 Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 60.5 60.5 Effective Green, g (s) 60.5 60.5 Actuated g/C Ratio 0.53 0.53 Clearance Time (s) 5.7 5.7 Vehicle Extension (s) 4.5 4.5 Lane Grp Cap (vph) 3306 817 v/s Ratio Prot c0.45 v/s Ratio Perm 0.06 v/c Ratio 0.86 0.12 Uniform Delay, d1 23.6 13.8 Progression Factor 1.00 1.00 Incremental Delay, d2 3.2 0.3 Delay (s) 26.9 14.1 Level of Service C B Approach Delay (s) 28.1 Approach LOS C Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2022 Background AM Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 6: Site Entrance & Seminole Lane 01/05/2021 --I� 7 f� ~ 4\ /01 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ Traffic Volume (veh/h) 144 0 0 52 0 0 Future Volume (Veh/h) 144 0 0 52 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 157 0 0 57 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 177 pX, platoon unblocked vC, conflicting volume 157 214 157 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 157 214 157 tC, single (s) 4.3 6.4 6.2 tC, 2 stage (s) tF (s) 2.4 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1331 774 889 Direction, Lane # EB 1 WB 1 Volume Total 157 57 0 Volume Left 0 0 0 _ Volume Right 0 0 0 cSH 1700 1700 1700 _ Volume to Capacity 0.09 0.03 0.00 Queue Length 95th (ft) 0 0 0 _ Control Delay (s) 0.0 0.0 0.0 Lane LOS A _ Approach Delay (s) 0.0 0.0 0.0 Approach LOS A _ Intersection Summary i Average Delay Intersection Capacity Utilization 10.9% ICU Level of Service A Analysis Period (min) 2231 Seminole Lane Starbucks 12/02/2020 2022 Background AM Synchro 10 Report Timmons Group Page 4 Queuing and Blocking Report 2022 Background AM 01/05/2021 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement EB EB EB wB wB NB NB NB NB NB NB SB Directions Served L LT R L TR UL L T T T TR UL Maximum Queue (ft) 108 74 74 1 72 62 192 215 275 234 176 84 257 Average Queue (ft) 41 14 26 40 13 94 120 150 135 68 23 85 95th Queue (ft) 87 47 56 1 77 44 176 196 249 223 153 62 223 Link Distance (ft) 464 464 55 55 585 585 585 585 Upstream Blk Time (%) j 17 2 Queuing Penalty (veh) 4 0 Storage Bay Dist (ft) 420 420 270 Storage Blk Time (%) 0 Queuing Penalty (veh) sirr�a�� A WerarnFAMInn•.m:ram110:.,.r��mraWrr Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft) 607 541 453 309 104 Average Queue (ft) 396 356 255 135 41 95th Queue (ft) 562 513 400 262 80 Link Distance (ft) 689 689 689 689 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 335 Storage Blk Time (%) 21 0 Queuing Penalty (veh) Intersection: 6: Site Entrance & Seminole Lane ovemen Directions Served TR T Maximum Queue (ft) 3 96 Average Queue (ft) 0 14 95th Queue (ft) 3 60 Link Distance (ft) 55 343 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 18 2231 Seminole Lane Starbucks SimTraffic Report Timmons Group Page 1 Queues 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 ---* --I, --* f-~ 4\ T `► 1 r Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SB Lane Group Flow(vph) 104 106 206 63 36 360 2468 23 1689 152 v/c Ratio 0.66 0.67 0.58 0.54 0.28 0.69 0.62 0.28 0.58 0.18 Control Delay 76.7 77.3 11.5 76.2 41.5 59.6 18.5 68.9 27.4 1.7 Queue Delay 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.7 77.3 11.5 76.2 41.5 59.6 18.5 68.9 27.4 1.7 Queue Length 50th (ft) 89 91 w9mm 52 15 150 438 19 318 0 Queue Length 95th (ft) 154 157 54 102 51 204 481 50 361 20 Internal Link Dist (ft) 977 97 545 662 Turn Bay Length (ft) 205 420 270 335 Base Capacity(vph) 180 181 374 127 140 525 3961 83 2931 826 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 0.58 0.59 0.55 0.50 0.26 0.69 0.62 0.28 0.58 0.18 Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2022 Background PM Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 --,* --I, 7 t` ~ t it 41 I /0� L Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations «j r A M ttt't+ A Traffic Volume (vph) 192 14 202 62 19 17 44 309 2350 69 4 19 Future Volume (vph) 192 14 202 62 19 17 44 309 2350 69 4 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 1.00 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1698 1713 1599 1770 1731 3433 6381 1736 Flt Permitted 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 Satd.Flow (perm) 1698 1713 1599 1770 1731 3433 6381 1736 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 196 14 206 63 19 17 45 315 2398 70 4 19 RTOR Reduction (vph) 0 0 187 0 16 0 0 0 2 0 0 0 Lane Group Flow (vph) 104 106 19 63 20 0 0 360 2466 0 0 23 Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 2% 2% 2% 2% 4% 4% Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 3 3 4 4 5 5 2 1 1 Permitted Phases 3 Actuated Green, G (s) 12.1 12.1 12.1 7.3 7.3 23.1 75.9 3.8 Effective Green, g (s) 12.1 12.1 12.1 7.3 7.3 23.1 75.9 3.8 Actuated g/C Ratio 0.09 0.09 0.09 0.06 0.06 0.18 0.58 0.03 Clearance Time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 158 159 148 99 97 610 3725 50 v/s Ratio Prot 0.06 c0.06 c0.04 0.01 0.10 c0.39 0.01 v/s Ratio Perm 0.01 v/c Ratio 0.66 0.67 0.13 0.64 0.21 0.59 0.66 0.46 Uniform Delay, d1 57.0 57.0 54.1 60.1 58.6 49.1 18.3 62.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.5 10.1 0.4 12.6 1.1 1.5 0.9 6.6 Delay (s) 66.5 67.1 54.5 72.7 59.6 50.6 19.3 68.7 Level of Service E E D E E D B E Approach Delay (s) 60.7 67.9 23.3 Approach LOS E E C Intersection Summa HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 31.6 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2231 Seminole Lane Starbucks 12/02/2020 2022 Background PM Synchro 10 Report Timmons Group Page 2 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 j r Movement SBT SBR Lanegonfigurations tttt r Traffic Volume (vph) 1655 149 Future Volume (vph) 1655 149 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.7 5.7 Lane UBI. Factor 0.86 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 6285 1553 Flt Permitted 1.00 1.00 Satd. Flow (perm) 6285 1553 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1689 152 RTOR Reduction (vph) 0 87 Lane Group Flow (vph) 1689 65 Heavy Vehicles (%) 4% 4% Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 55.9 55.9 Effective Green, g (s) 55.9 55.9 Actuated g/C Ratio 0.43 0.43 Clearance Time (s) 5.7 5.7 Vehicle Extension (s) 4.5 4.5 Lane Grp Cap (vph) 2702 667 v/s Ratio Prot c0.27 v/s Ratio Perm 0.04 v/c Ratio 0.63 0.10 Uniform Delay, d1 28.9 22.0 Progression Factor 1.00 1.00 Incremental Delay, d2 1.1 0.3 Delay (s) 30.0 22.3 Level of Service C C Approach Delay (s) 29.8 Approach LOS C Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2022 Background PM Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 6: Site Entrance & Seminole Lane Lane Configurations Traffic Volume (veh/h) Future Volume (Veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) --I� � 4� ~ H T '1 102 0 0 98 0 0 102 0 0 98 0 0 Free Free Stop 0% 0% 0% 0.98 0.98 0.98 0.98 0.98 0.98 104 0 0 100 0 0 None 177 None 104 204 104 104 204 104 4.1 6.4 6.2 2.2 3.5 3.3 AM 100 100 1488 784 951 01/05/2021 Volume Total 104 100 0 Volume Left 0 0 0 _ Volume Right 0 0 0 cSH 1700 1700 1700 - Volume to Capacity 0.06 0.06 0.00 Queue Length 95th (ft) 0 0 0 , Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay Intersection Capacity Utilization 8.7% ICU Level of Service A Analysis Period (min) 2231 Seminole Lane Starbucks 12/02/2020 2022 Background PM Synchro 10 Report Timmons Group Page 4 Queuing and Blocking Report 2022 Background PM 01/05/2021 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement EB EB EB wB wB NB NB NB NB NB NB SB Directions Served L LT R L TR UL L T T T TR UL Maximum Queue (ft) 190 168 106 72 67 230 374 439 394 337 240 268 Average Queue (ft) 110 69 46 44 27 132 189 261 248 182 105 40 95th Queue (ft) 175 146 85 81 61 221 289 393 361 295 202 144 Link Distance (ft) 964 964 57 57 587 587 587 587 Upstream Blk Time (%) 13 6 Queuing Penalty (veh) 7 3 Storage Bay Dist (ft) 205 420 420 270 Storage Blk Time (%) 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 1 0 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft) 509 473 346 217 90 Average Queue (ft) 347 299 196 75 38 95th Queue (ft) 461 416 295 177 73 Link Distance (ft) 686 686 686 686 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) aV5 Storage Blk Time (%) 17 Queuing Penalty (veh) Intersection: 6: Site Entrance & Seminole Lane Directions Served T Maximum Queue (ft) 96 Average Queue (ft) 13 95th Queue (ft) 59 Link Distance (ft) 366 Upstream Blk Time (%) - Queuing Penalty (veh) Storage Bay Dist (ft) - Storage Blk Time (%) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 15 2231 Seminole Lane Starbucks SimTraffic Report Timmons Group Page 1 APPENDIX D Total Traffic Conditions Analysis Reports Queues 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 Lane Group @BL EBT EBR WBL WBT NBL NBT SBL SBT SBR� Lane Group Flow (vph) 40 41 112 78 31 263 1596 88 2851 191 v/c Ratio 0.40 0.40 0.33 0.92 0.30 0.88 0.47 0.96 0.88 0.21 Control Delay 63.5 63.4 2.5 131.9 29.2 80.9 15.5 137.8 28.8 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 63.4 2.5 131.9 29.2 80.9 15.5 137.8 28.8 1.8 Queue Length 50th (ft) 30 31 0 59 3 101 194 66 524 0 Queue Length 95th (ft) 68 70 0 #155 35 #182 225 #171 579 25 Internal Link Dist (ft) 476 97 545 662 Turn Bay Length (ft) 205 420 270 335 Base Capacity(vph) 109 111 349 85 103 299 3395 92 3240 905 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 0.37 0.37 0.32 0.92 0.30 0.88 0.47 0.96 0.88 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2231 Seminole Lane Starbucks 12/02/2020 2022 Total AM Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane * 01/05/2021 , --I, 7 t` 4--- t it 4\ I /� L Lane Configurations #T r T+ M tttt+ A Traffic Volume (vph) 61 14 103 72 4 25 80 162 1363 105 4 77 Future Volume (vph) 61 14 103 72 4 25 80 162 1363 105 4 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 0.87 1.00 0.99 1.00 Flt Protected 0.95 0.97 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1618 1650 1524 1530 1400 3273 6043 1736 Flt Permitted 0.95 0.97 1.00 0.95 1.00 0.95 1.00 0.95 Satd.Flow (perm) 1618 1650 1524 1530 1400 3273 6043 1736 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 66 15 112 78 4 27 87 176 1482 114 4 84 RTOR Reduction (vph) 0 0 105 0 25 0 0 0 10 0 0 0 Lane Group Flow (vph) 40 41 7 78 6 0 0 263 1586 0 0 88 Heavy Vehicles (%) 6% 6% 6% 18% 18% 18% 7% 7% 7% 7% 4% 4% Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 3 3 4 4 5 5 2 1 1 Permitted Phases 3 Actuated Green, G (s) 7.2 7.2 7.2 6.4 6.4 10.5 64.4 6.1 Effective Green, g (s) 7.2 7.2 7.2 6.4 6.4 10.5 64.4 6.1 Actuated g/C Ratio 0.06 0.06 0.06 0.06 0.06 0.09 0.56 0.05 Clearance Time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 101 103 95 85 77 298 3384 92 v/s Ratio Prot 0.02 c0.02 c0.05 0.00 c0.08 0.26 0.05 v/s Ratio Perm 0.00 v/c Ratio 0.40 0.40 0.07 0.92 0.07 0.88 0.47 0.96 Uniform Delay, d1 51.8 51.8 50.8 54.0 51.5 51.6 15.1 54.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 2.5 0.3 70.0 0.4 24.9 0.5 78.8 Delay (s) 54.4 54.3 51.1 124.0 51.9 76.6 15.6 133.1 Level of Service D D D F D E B F Approach Delay (s) 52.5 103.5 24.2 Approach LOS D F C Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 31.6 Intersection Capacity Utilization 81.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2231 Seminole Lane Starbucks 12/02/2020 2022 Total AM Synchro 10 Report Timmons Group Page 2 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 j r Lanegonfigurations tttt IN Traffic Volume (vph) 2623 176 Future Volume (vph) 2623 176 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.7 5.7 Lane USI. Factor 0.86 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 6285 1553 Flt Permitted 1.00 1.00 Satd. Flow (perm) 6285 1553 Peak -hour factor, PHF 0.92 0.92 Adj. Flow (vph) 2851 191 RTOR Reduction (vph) _ 93 Lane Group Flow (vph) 2851 98 Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 59.3 59.3 Effective Green, g (s) 59.3 59.3 Actuated g/C Ratio 0.52 0.52 Clearance Time (s) 5.7 5.7 Vehicle Extension (s) 4.5 4.5 Lane Grp Cap (vph) 3240 800 v/s Ratio Prot c0.45 v/s Ratio Perm 0.06 v/c Ratio 0.88 0.12 Uniform Delay, d1 24.7 14.4 Progression Factor 1.00 1.00 Incremental Delay, d2 3.8 0.3 Delay (s) 28.5 14.7 Level of Service C B Approach Delay (s) 30.6 Approach LOS C Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2022 Total AM Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 6: Site Entrance & Seminole Lane Lane Configurations '# + Traffic Volume (veh/h) 144 0 0 52 49 0 Future Volume (Veh/h) 144 0 0 52 49 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 157 0 0 57 53 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 177 pX, platoon unblocked vC, conflicting volume 157 214 157 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 157 214 157 tC, single (s) 4.3 6.4 6.2 tC, 2 stage (s) tF (s) 2.4 3.5 3.3 p0 queue free % 100 93 100 cM capacity (veh/h) 1331 774 889 01 /05/2021 Direction, Lane# EB 1 WB 1 INS 1- Volume Total 157 57 53 Volume Left 0 0 53 - Volume Right 0 0 0 cSH 1700 1700 774 _ Volume to Capacity 0.09 0.03 0.07 Queue Length 95th (ft) 0 0 5 Control Delay (s) 0.0 0.0 10.0 Lane LOS A Approach Delay (s) 0.0 0.0 10.0 Approach LOS A Intersection Summary Average Delay Intersection Capacity Utilization 17.6% ICU Level of Service A Analysis Period (min) 2231 Seminole Lane Starbucks 12/02/2020 2022 Total AM Synchro 10 Report Timmons Group Page 4 Queuing and Blocking Report 2022 Total AM 01/05/2021 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement EB EB EB wB wB NB NB NB NB NB NB SB Directions Served L LT R L TR UL L T T T TR UL Maximum Queue (ft) 108 60 74 1 95 72 196 227 287 263 206 156 270 Average Queue (ft) 43 13 26 56 20 100 124 172 149 76 34 122 95th Queue (ft) 88 43 56 90 56 183 205 262 237 166 106 275 Link Distance (ft) 464 464 55 55 585 585 585 585 Upstream Blk Time (%) 41 2 Queuing Penalty (veh) 20 1 Storage Bay Dist (ft) 205 420 420 270 Storage Blk Time (%) 1 Queuing Penalty (veh) 5 sirr�a�� A WerarnE:ju:nn•.m:ram110:.,.r��mraWrr Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft) 651 580 467 290 91 Average Queue (ft) 425 380 273 149 39 95th Queue (ft) 598 542 411 270 75 Link Distance (ft) 689 689 689 689 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 395 Storage Blk Time (%) 24 0 Queuing Penalty (veh) Intersection: 6: Site Entrance & Seminole Lane ovemen Directions Served TR T L Maximum Queue (ft) 19 120 124 Average Queue (ft) 2 24 40 95th Queue (ft) 21 90 113 Link Distance (ft) 55 343 258 Upstream Blk Time (%) 2 1 Queuing Penalty (veh) 3 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 49 2231 Seminole Lane Starbucks SimTraffic Report Timmons Group Page 1 Queues 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR+ Lane Group Flow(vph) 104 106 206 78 47 360 2484 34 1689 152 v/c Ratio 0.66 0.67 0.58 0.65 0.33 0.69 0.65 0.41 0.61 0.19 Control Delay 76.7 77.3 11.5 83.2 36.1 59.6 19.7 75.2 29.1 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.7 77.3 11.5 83.2 36.1 59.6 19.7 75.2 29.1 1.8 Queue Length 50th (ft) 89 91 0 65 15 150 443 28 318 0 Queue Length 95th (ft) 154 157 54 #131 56 204 486 65 361 20 Internal Link Dist (ft) 977 97 545 662 Turn Bay Length (ft) 205 420 270 335 Base Capacity(vph) 180 181 374 127 148 525 3806 84 2781 794 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 0.58 0.59 0.55 0.61 0.32 0.69 0.65 0.40 0.61 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2231 Seminole Lane Starbucks 12/02/2020 2022 Total PM Synchro 10 Report Timmons Group Page 1 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 --,* --I, 7 t` ~ t it 41 I /0� L Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations «j r t+ M ttt't+ A Traffic Volume (vph) 192 14 202 76 19 27 44 309 2350 84 4 29 Future Volume (vph) 192 14 202 76 19 27 44 309 2350 84 4 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 0.91 1.00 0.99 1.00 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1698 1713 1599 1770 1696 3433 6375 1736 Flt Permitted 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 Satd.Flow (perm) 1698 1713 1599 1770 1696 3433 6375 1736 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 196 14 206 78 19 28 45 315 2398 86 4 30 RTOR Reduction (vph) 0 0 187 0 26 0 0 0 3 0 0 0 Lane Group Flow (vph) 104 106 19 78 21 0 0 360 2481 0 0 34 Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 2% 2% 2% 2% 4% 4% Turn Type Split NA Perm Split NA Prot Prot NA Prot Prot Protected Phases 3 3 4 4 5 5 2 1 1 Permitted Phases 3 Actuated Green, G (s) 12.1 12.1 12.1 8.9 8.9 23.1 74.3 3.8 Effective Green, g (s) 12.1 12.1 12.1 8.9 8.9 23.1 74.3 3.8 Actuated g/C Ratio 0.09 0.09 0.09 0.07 0.07 0.18 0.57 0.03 Clearance Time (s) 9.2 9.2 9.2 7.6 7.6 9.1 6.2 7.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 4.5 3.0 Lane Grp Cap (vph) 158 159 148 121 116 610 3643 50 v/s Ratio Prot 0.06 c0.06 c0.04 0.01 0.10 c0.39 0.02 v/s Ratio Perm 0.01 v/c Ratio 0.66 0.67 0.13 0.64 0.18 0.59 0.68 0.68 Uniform Delay, d1 57.0 57.0 54.1 59.0 57.1 49.1 19.5 62.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.5 10.1 0.4 11.2 0.7 1.5 1.0 31.8 Delay (s) 66.5 67.1 54.5 70.2 57.9 50.6 20.6 94.3 Level of Service E E D E E D C F Approach Delay (s) 60.7 65.6 24.4 Approach LOS E E C Intersection Summa HCM 2000 Control Delay 30.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 31.6 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 2231 Seminole Lane Starbucks 12/02/2020 2022 Total PM Synchro 10 Report Timmons Group Page 2 HCM Signalized Intersection Capacity Analysis 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane 01/05/2021 j r Movement SET SBR Lanegonfigurations tttt r Traffic Volume (vph) 1655 149 Future Volume (vph) 1655 149 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.7 5.7 Lane UBI. Factor 0.86 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 6285 1553 Flt Permitted 1.00 1.00 Satd. Flow (perm) 6285 1553 Peak -hour factor, PHF 0.98 0.98 Adj. Flow (vph) 1689 152 RTOR Reduction (vph) 0 89 Lane Group Flow (vph) 1689 63 Heavy Vehicles (%) 4% 4% Turn Type NA Perm Protected Phases 6 Permitted Phases 6 Actuated Green, G (s) 54.3 54.3 Effective Green, g (s) 54.3 54.3 Actuated g/C Ratio 0.42 0.42 Clearance Time (s) 5.7 5.7 Vehicle Extension (s) 4.5 4.5 Lane Grp Cap (vph) 2625 648 v/s Ratio Prot c0.27 v/s Ratio Perm 0.04 v/c Ratio 0.64 0.10 Uniform Delay, d1 30.1 23.0 Progression Factor 1.00 1.00 Incremental Delay, d2 1.2 0.3 Delay (s) 31.4 23.3 Level of Service C C Approach Delay (s) 31.9 Approach LOS C Intersection Summary 2231 Seminole Lane Starbucks 12/02/2020 2022 Total PM Synchro 10 Report Timmons Group Page 3 HCM Unsignalized Intersection Capacity Analysis 6: Site Entrance & Seminole Lane --I� 7 f< ~ 4\ /111 Lane Configurations '* + Traffic Volume (veh/h) 102 25 0 98 24 0 Future Volume (Veh/h) 102 25 0 98 24 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 104 26 0 100 24 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 177 pX, platoon unblocked vC, conflicting volume 130 217 117 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 130 217 117 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 97 100 cM capacity (veh/h) 1455 771 935 01 /05/2021 Direction, Lane # EB 1 WB 1 NB 1 - Volume Total 130 100 24 Volume Left 0 0 24 Volume Right 26 0 0 cSH 1700 1700 771 - Volume to Capacity 0.08 0.06 0.03 Queue Length 95th (ft) 0 0 2 Control Delay (s) 0.0 0.0 9.8 Lane LOS A Approach Delay (s) 0.0 0.0 9.8 Approach LOS A Intersection Summary Average Delay 0. Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period (min) 2231 Seminole Lane Starbucks 12/02/2020 2022 Total PM Synchro 10 Report Timmons Group Page 4 Queuing and Blocking Report 2022 Total PM 01/05/2021 Intersection: 1: US 29-Seminole Trail & Hilton Heights Road/Seminole Lane Movement EB EB EB wB wB NB NB NB NB NB NB SB Directions Served L LT R L TR UL L T T T TR UL Maximum Queue (ft) 188 165 103 1 73 71 246 363 469 426 327 223 269 Average Queue (ft) 109 70 46 57 32 134 188 278 261 195 110 51 95th Queue (ft) 171 147 84 88 68 229 298 410 377 307 206 174 Link Distance (ft) 964 964 57 57 587 587 587 587 Upstream Blk Time (%) 33 10 Queuing Penalty (veh) 20 6 Storage Bay Dist (ft) 205 420 420 270 Storage Blk Time (%) 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 1 0 mrallf"F MInn•.m:ram110:.,.r��mraWrr Movement SB SB SB SB SB Directions Served T T T T R Maximum Queue (ft) 483 451 324 213 92 Average Queue (ft) 350 302 202 77 39 95th Queue (ft) 457 410 293 187 76 Link Distance (ft) 686 686 686 686 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 335 Storage Blk Time (%) 17 Queuing Penalty (veh) S Intersection: 6: Site Entrance & Seminole Lane ovemenOEM— Directions Served TR T L Maximum Queue (ft) 3 132 54 Average Queue (ft) 0 31 17 95th Queue (ft) 3 100 44 Link Distance (ft) 57 366 259 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Sum Network wide Queuing Penalty: 34 2231 Seminole Lane Starbucks SimTraffic Report Timmons Group Page 1