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HomeMy WebLinkAbout05-09 Traffic Impact AnalysisTraffic Impact Study Millwood Pike and Custer Drive, Frederick Co., VA March 4, 2009 Prepared for DMJ Holdings, LLC 195 Ebert Road Winchester, VA 22603 Prepared by Stowe Engineering, PLC 220 Serviceberry Court Stephens City, VA 22655 71a..";•-• Table of Contents Background 1 Future Transportation Improvements 1 Site Location 1 Study Area 3 Nearby Zoning 3 Existing Roadways 3 Programmed Roadway Improvements 4 Proposed Development 4 Existing Traffic Conditions 5 Future Conditions without Development (Background) 6 Trip Generation Distribution 7 Trip Generation 7 Pass -By Trips 7 Trip Distribution 7 Future Conditions with Development (2014) 9 Design Year (2020) 11 Recommended Improvements 10 Pedestrian Traffic 11 Bicycle Traffic 13 Conclusions 13 Appendix A Traffic Count Data Appendix B Existing Signal Timing Data Appendix C Synchro LOS Reports Appendix D Pre-Scope of Work Meeting Form Traffic Impact Study Millwood Pike and Custer Dr. Background 1' Future Transportation Improvements The proposed project is located within the Virginia Department of Transportation's Edinburg Residency area of responsibility. The Edinburg Residency comes under the oversight of the VDOT Staunton District. The VDOT Six Year Improvement Plan as presented on the VDOT web site does not show any planned projects in the vicinity of the proposed development. The project also falls within the jurisdiction of the Win -Fred Metropolitan Planning Organization. A review of the MPO's Long Range Plan shows Millwood Pike being widened to six lanes (three lanes in each direction). However the Constrained Long Range Plan does not include this widening project. Site Location The project site is located in Frederick County, VA approximately 0.7 miles east of the 1 -81 interchange with Route 50/17. The area has gentle grades that drain towards the natural swale at the front of the property. Figure 1 provides a Vicinity Map for the project and Figure 2 shows the existing conditions of the site. Background This Traffic Impact Study has been prepared to support the rezoning request for the DMJ Holdings property located in the north -west quadrant at the intersection of Millwood Pike and Custer Drive. The project area fronts on Millwood Pike (Route 50 17) and Custer Drive (Route 781). The project area is 2.80 acres in size and is currently undeveloped with the exception of a vacant house. The current zoning of the property is Residential Performance and the requested zoning is Business B -2. The proposed development will consist of a 60 room hotel and a convenience store with eight fueling positions. The project is planned to be fully constructed in 2014. Traffic Impact Study Millwood Pike and Custer Dr. I Background I c 5 6 .5 /7 Figure 1 Vicinity Map (source: maps.google.com) c D d 11 '..7, (2 0 1, g. Figure 2 Existing Conditions Map (source: Frederick Co, VA GIS) Project Location Traffic Impact Study Millwood Pike and Custer Dr. J Background 2 Study Area For the purposes of this Traffic Impact Study, the limits of the study extend along Millwood Pike from its intersection with Prince Frederick Drive to its intersection with Ryco Lane. The study area extends from the site westward along Millwood Pike a distance of about 1,300 feet, and to the east a distance of about 1,250 feet. Nearby Zoning Figure 3 shows the existing zoning for the subject property as well as the surrounding zoning. Existing land uses to the north, east and west are residential, with commercial to the south. A vacant lot lies to the immediate east of the site. Figure 3 Zoning Map Existing Roadways Figure 1 shows the existing roadways in the vicinity of the project. Millwood Pike in the vicinity of the project is a 4 -lane divided highway. Other roadways in the study area are roadways with a 2 -lane typical section with some intermittent curb and gutter. Turn lanes exist at the intersections of Millwood Pike and Prince Frederick Drive. Continuous left turn lanes (one lane in each direction) begin just east of the intersection of Millwood Pike and Purdue Drive, and continue west for about 1,700 feet. 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V �R g ItV1 ief 1112411,21.11112411,21.1112411,21.1.1i Project Location ,,Y z.1 ....mom T f Tc` 1 c.41..;/ a j r �tf'1'. ,1 �v, X 11 1,,( X k y, 1 '1'. •Vt 1 L J 1 F 1 AI a v p r l 1_ .a" r s..... ..el.. a c Fr cI ricl( CoI4flty information Technologies, Frederick. County does not give any expressed or implied warranties; 5 iolv'Slon virgirii ,'ur1ltA States. conditions, representations, indemnities of any kind statutory or 540-66.5-5614 otherwise concerning any or all at the iFrederick County GIS- data. Study Area For the purposes of this Traffic Impact Study, the limits of the study extend along Millwood Pike from its intersection with Prince Frederick Drive to its intersection with Ryco Lane. The study area extends from the site westward along Millwood Pike a distance of about 1,300 feet, and to the east a distance of about 1,250 feet. Nearby Zoning Figure 3 shows the existing zoning for the subject property as well as the surrounding zoning. Existing land uses to the north, east and west are residential, with commercial to the south. A vacant lot lies to the immediate east of the site. Figure 3 Zoning Map Existing Roadways Figure 1 shows the existing roadways in the vicinity of the project. Millwood Pike in the vicinity of the project is a 4 -lane divided highway. Other roadways in the study area are roadways with a 2 -lane typical section with some intermittent curb and gutter. Turn lanes exist at the intersections of Millwood Pike and Prince Frederick Drive. Continuous left turn lanes (one lane in each direction) begin just east of the intersection of Millwood Pike and Purdue Drive, and continue west for about 1,700 feet. Traffic Impact Study Millwood Pike and Custer Dr. J Background or Programmed Roadway Improvements There are no programmed improvements in the VDOT Six Year Improvement Plan or the MPO Constrained Long Range Plan that fall in the vicinity of this proposed project. Improvements to the intersection of Millwood Pike and Prince Frederick Drive have been proffered by the Governor's Hill project. Proposed Development The proposed development consists of a 60 room hotel and a convenience store with eight fueling positions. Access will be provided via a right in only entrance from Custer Drive, and a right -in right -out connection to the west bound lanes of Millwood Pike. Traffic Impact Study Millwood Pike and Custer Dr. I Background fb Existing Traffic Conditions To analyze the existing 2009 traffic conditions manual turning movement counts were conducted during the weekday PM and Saturday mid -day peak times at the intersections of Millwood Pike with Custer Drive /Prince Frederick Drive, Purdue Drive, and Ryco Lane. A map and photographs of these intersections is contained in Figure 5. An Average Daily Traffic volume was computed from the VDOT Annual Average Daily Traffic Volume Estimates for Route 50/17 which reported a 'K factor' of 0.079. This was applied to the peak hour turning movement volumes to compute the ADT for the adjacent streets. The existing PM and Saturday peak hour turning movements were analyzed using the Synchro 7.0 traffic modeling software. The peak hour traffic volumes are shown in Figure 6, and the existing lane geometry and modeling results (levels of service and delays) are shown in Figure? and Table 1. Table 1 Existing Level of Service and Approach Delay PM Peak Hour Saturday Peak Hour Intersection Type of Approach Level of Delay Level of Delay Control Service (sec /veh) Service (sec /veh) Millwood Drive and Signalized NB D 43.3 C 29.3 Pr. Frederick Dr. SB D 54.2 D 46.3 Custer Drive EB C 24.4 C 22.7 WB C 30.5 C 23.7 Millwood Drive and Unsignalized SB A 9.2 B 11.5 Purdue Drive EB WB Millwood Pike and Unsignalized NB C 17.5 C 18.1 Ryco Lane EB WB Traffic Impact Study Millwood Pike and Custer Dr. Existing Traffic Conditions 7 OA Future Conditions without Development (Background) Future (Background) conditions in 2014 without the development were established by growing the existing 2009 traffic at 2% per year to the build -out year of 2014 (5 years of growth). The growth factor of 2% was determined by VDOT Staunton District Planning staff and is based on the historical and anticipated growth in traffic volumes in the project area. The existing traffic (that collected in the count program) on all roadways in the study area was grown at this rate. The roadway network is unchanged from the Existing Conditions (2009 conditions). In addition to the organically grown background traffic, impacts associated with the nearby Governors Hill were considered and included. Based upon a review ofA Traffic Impact Analysis of Governors Hill Development PHR &A, 8/14/2008, the Governor's Hill project will generate 1425 PM and 1754 Saturday peak hour trips in Phase 1, and 3304 PM and 3717 Saturday peak hour trips in Phase 2. For the Background conditions, 50% of the Phase 1 traffic was included. The Background PM and Saturday peak hour turning movement volumes were analyzed using the Synchro 7.0 traffic modeling software. The peak traffic volumes are shown in Figure 8, and the Background lane geometry and modeling results (levels of service and delays) are shown in Figure 9 and Table 2. Millwood Drive and Purdue Drive Millwood Pike and Ryco Lane Table 2 Background Level of Service and Approach Delay PM Peak Hour Saturday Peak Hour Intersection Type of Approach Level of Delay Level of Delay Control Service (sec /veh) Service (sec /veh) Millwood Drive and Signalized NB D 36.3 C 28.8 Pr. Frederick Dr. SB D 35.4 C 34.3 Custer Drive EB C 26.8 C 22.8 WB D 42.3 C 25.7 Unsignalized SB A 9.6 A 9.2 EB WB Unsignalized NB C 24.1 D 26.3 EB WB Traffic Impact Study Millwood Pike and Custer Dr. 1 Future Conditions without Development (Background) Cie CJ L C. 0 0 7) ct E 0 �I ce bA .Y. 1 H O U bD GL LTh ti Land Use ITE Code Amount Avg. Daily Trips PM Peak Hour In Out Total Avg. Daily Trips Saturday Midday Midday Pk Hr Pk Hr In Out M y Pk Hr Total Hotel 60 rooms 310 60 535 26 20 46 630 26 26 52 Con. Store w/ 8 fueling positions 853 8 4,341 80 80 160 1,636 42 39 81 Sub -Total 4,876 106 100 205 2,266 68 65 134 Poss -By Trips at Cony. Store Con. Store w/ 8 fueling positions 853 8 4,341 80 80 160 1,636 42 39 81 Pass By at 40% (1,736) (32) (32) (64) (654) (17) (16) (33) Total New Trips 3,140 74 68 141 1,611 51 50 101 Trip Generation Distribution Trip Generation Trip generation for the project was developed by the application of the trip generation rates from the ITE Trip Generation manual, 7th edition. The land uses proposed for the development were provided by the developer's site engineer. Full build -out is planned to occur by the year 2014 therefore the trip generations for all proposed land uses were developed in a single phase for that year. The trips expected to be generated by this development and are summarized in Table 3. Table 3 Trip Generation Pass -By Trips The very nature of a convenience store is to reduce vehicular trips by providing opportunities to combine shopping trips with other trips. To account for this phenomena 'pass -by' trips were calculated. Pass -by trip reductions consider site trips drawn from the existing traffic stream on an adjacent street, recognizing that trips drawn to a site would otherwise already traverse the adjacent street regardless of existence of the site. Pass -by trip reductions allow a percentage reduction in the forecast of trips otherwise added to the adjacent street from the proposed development. The reduction applies only to volumes on adjacent streets, not to ingress or egress volumes at entrances serving the proposed site. The internal capture and pass -by trips computed for the project are shown in Table 3. Trip Distribution Trips generated by the DM1 Holdings development were assigned to the network based on a distribution developed with the VDOT Staunton District Planning staff. The distribution takes into account the Traffic Impact Study Millwood Pike and Custer Dr. Trip Generation Distribution majority of trips are expected to travel east and west along Millwood Pike. The remaining traffic will travel to and from the north where the residential area is located. The distribution and assignment of trips is shown in Figures 10 and 11. The assignment of Pass -By trips is shown in Figure 12. Traffic Impact Study— Millwood Pike and Custer Dr. 1 Trip Generation Distribution Future Conditions with Development (2014) The full build out of the DMJ Holdings project is expected to occur in the year 2014. The development will have a right -in right -out access onto the westbound lanes of Millwood Pike. A secondary entrance will be provided from Custer Drive into the site. Each of these entrances was modeled as unsignalized intersections. For the purposes of this scenario no other roadway improvements were modeled. The trips generated by the proposed development were combined with the background traffic to derive the traffic expected following the complete build out of the development in 2014. These Build -out PM and Saturday peak hour turning movement volumes were analyzed using the Synchro 7.0 traffic modeling software. The peak traffic volumes are shown in Figure 13, and the Background lane geometry and modeling results (levels of service and delays) are shown in Figure 14 and Table 4. Table 4 Build -out Level of Service and Approach Delays PM Peak Hour Saturday Peak Hour Intersection Type of Approach Level of Delay Level of Delay Control Service (sec /veh) Service (sec /veh) Millwood Drive and Signalized NB D 43.5 C 30.3 Pr. Frederick Dr. SB D 40.8 D 36.9 Custer Drive EB C 26.2 C 26.1 WB D 42.9 C 26.5 Millwood Drive and Unsignalized SB A 9.6 A 9.2 Purdue Drive EB WB Millwood Pike and Unsignalized NB D 26.6 D 28.0 Ryco Lane EB WB Millwood Pike and Unsignalized SB B 10.0 A 9.7 New Entrance /exit EB WB Custer Drive and Unsignalized WB New Entrance SB NB Traffic Impact Study Millwood Pike and Custer Dr. Future Conditions with Developmen_ (2014) Recommended Improvements Based on a review of A Traffic Impact Analysis of Governors Hill Development PHR &A, 8/14/2008, it appears the proffered improvements for the intersection of Millwood Pike and Prince Frederick Drive described therein are adequate to facilitate the traffic from the Governors Hill project as well as the normal traffic growth in the area. With Phase 2 of the Governors Hill project the following improvements are proffered: Construction of a second northbound left turn lane Extension of the storage for the northbound right turn lane Extension of the storage for the eastbound left turn lane Extension of the storage for the westbound left turn lane However, there are no proffered improvements for the Custer Drive leg of the intersection. Given that three of the four legs of this intersection are being improved by the Governors Hill project, and that the remaining leg is adjacent to the DMJ Holdings project, the following improvements are recommended: 1. Construct an additional southbound lane from the proposed entrance on Custer Drive, to Millwood Pike. This lane will serve as a right turn lane for south bound traffic. 2. Restripe the pavement on Custer Drive at the intersection of Millwood Pike to delineate a right turn lane, and a combined through -left turn lane. The PM and Saturday peak hour turning movement volumes were modeled with these improvements in place using the Synchro 7.0 traffic modeling software. The traffic volumes are shown in Figure 15, and the Background lane geometry and modeling results (levels of service and delays) are shown in Figure 16 and Table 5. By implementing these improvements the levels of service and roadway operational conditions remain acceptable and manageable. The level of service for northbound Ryco Lane is reported to be LOS D for the PM and Saturday peak hours. However, this reported LOS is not believed to be representative of the actual field condition. This is because Millwood Pike in this area has a continuous left turn lane in each direction, in addition to the two through lanes in each direction (total of six lanes, undivided). This configuration allows northbound vehicles to cross the east bound lanes of Millwood Pike and yield in the west bound left turn lane until an opening occurs in the west bound traffic pattern. This movement cannot be modeled in the Synchro software. However, experience and field observations indicate this movement provides a higher level of service than reported herein. Traffic Impact Study— Millwood Pike and Custer Dr. Recommended Improvements PM Peak Hour Saturday Peak Hour Intersection Type of Approach Level of Delay Level of Delay Control Service (sec /veh) Service (sec /veh) Millwood Drive and Signalized NB D 43.0 C 30.3 Pr. Frederick Dr. SB C 26.0 C 28.2 Custer Drive EB C 25.4 C 24.2 WB D 35.8 C 24.6 Millwood Drive and Unsignalized SB A 9.6 A 9.2 Purdue Drive EB WB Millwood Pike and Unsignalized NB D 26.6 D 28.0 Ryco Lane EB WB Millwood Pike and Unsignalized SB B 10.0 A 9.7 New Entrance /exit EB WB Custer Drive and Unsignalized WB New Entrance SB NB Table 5 Improvement Level of Service and Approach Delays Traffic Impact Study Millwood Pike and Custer Dr. 0 0- a m P 7 CU L- 0 0 2 m 0 a 2 a 1 Design Year (2020) Analysis for all existing and modified intersections in the study area was performed under the forecast and site traffic conditions for the design year of 2020. The organic traffic volumes were grown at a rate of 2% per year from the Build -out year of 2014 to the Design Year of 2020. Additionally, 25% of the Phase 1 and 35% of the Phase 2 traffic from the Governors Hill project was added to the traffic. The total of these volumes makes up the Design Year PM and Saturday peak hour turning movement volumes which were analyzed using the Synchro 7.0 traffic modeling software. The peak traffic volumes are shown in Figure 15, and the Background lane geometry and modeling results (levels of service and delays) are shown in Figure 16 and Table 6. Table 6 Design Year Level of Service and Approach Delay PM Peak Hour Saturday Peak Hour Intersection Type of Approach Level of Delay Level of Delay Control Service (sec /veh) Service (sec /veh) Millwood Drive and Signalized NB D 39.9 C 31.9 Pr. Frederick Dr. SB C 31.5 C 27.4 Custer Drive EB C 27.1 C 29.1 alk WB D 53.0 D 42.9 Millwood Drive and Unsignalized SB A 10.0 A 9.7 Purdue Drive EB WB Millwood Pike and Unsignalized NB E 41.2 F 66.9 Ryco Lane EB WB Millwood Pike and Unsignalized 56 B 11.0 B 10.7 New Entrance /exit EB WB Custer Drive and Unsignalized WB New Entrance SB NB Traffic Impact Study Millwood Pike and Custer Dr. I Design Year (2020) 3 Pedestrian Traffic A walkway for pedestrian traffic is proposed to connect with Custer Drive to the east of this project, and towards the residential area. Bicycle Traffic Bicycle facilities are not proposed. Conclusions With the construction of the improvements recommended in this report the traffic impacts associated with the DMJ Holdings development become acceptable and manageable. The construction of the Governors Hill proffered improvements at the intersection of Millwood Pike and Prince Frederick Drive further the capacity of this intersection to carry the traffic associated with this project. Traffic Impact Study Millwood Pike and Custer Dr. 1 Conclusions i Tr.. ffic Count Data Appendix A Start Time 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Graotal Apprch nd T Total From North Left 1 Thru Right Peds 0 8 16 2 13 25 3 12 13 1 15 25 6 48 79 2 8 16 0 11 23 0 8 17 1 11 21 3 38 77 9 86 156 3.6 34.3 62.2 0.3 2.6 4.7 ti 0 0 00 0) 0 n Stowe Engineering, PLC 220 Serviceberry Court Stephens City, VA 22655 File Name MILLWOOD AND PRINCE FREDERICK PM Site Code 00000001 Start Date 2/10/2009 Page No 1 Groups Printed- PM From East App Total Left Thru Right 1 Peds App. Tata, Left 24 22 220 1 243 23 20 12 40 15 168 0 183 21 12 10 28 10 213 4 227 29 16 18 41 17 187 3 207 27 23 16 133 64 788 8 860 100 71 56 26 13 175 6 194 30 13 20 34 6 174 1 181 15 20 16 25 17 171 3 191 9 14 12 33 15 159 3 177 10 12 13 118 51 679 13 743 64 59 61 251 115 1467 21 1603 164 130 117 7.2 91.5 1.3 39.9 31.6 28.5 7.5 3.4 43.9 0.6 47.9 4.9 3.9 3.5 Out 1 3651 Total 6161 1561 861 9I 01 Right Thru Left Peds I L/ NOdh 2/10/2009 04:00 PM 2/10/2009 05:45 PM Millwood Pk Pncce Frederbk Dr- PM Leff Thru Right Peds 1 1641 1301 1171 01 1 2311 1 4111 E Out In Total From South Thru 1 Right Peds App. Total 55 43 63 66 227 63 51 35 35 184 411 214 835 30 1079 3344 19.8 77.4 2.8 12.3 6.4 25 0.9 32.3 L al 0. Left Thru Right Peds App. Total Int. Total 25 102 2 129 451 37 114 6 157 423 24 118 5 147 465 22 103 5 130 444 108 437 18 563 1783 38 119 3 160 443 22 99 5 126 392 16 111 2 129 380 30 69 2 101 346 106 398 12 516 1561 0 Na 0) From West 0 O iv cw cc ,Cw I u Z43 23 2U 12 55 25 102 2 129 451 04:15 PM 2 13 25 40 15 168 0 183 21 12 10 43 37 114 6 157 423 04:30 PM 3 12 13 28 10 213 4 227 29 16 18 63 24 118 5 147 465 04:45 PM 1 15 25 41 17 187 3 207 27 23 16 66 22 103 5 130 444 Total Volume 6 48 79 133 64 788 8 860 100 71 56 227 108 437 18 563 1783 App. Total PHF 4.5 36.1 9.4 7.4 91.6 0.9 44.1 31.3 24.7 19.2 77.6 3.2 a .500 .800 .790 00 .811 .727 .895 .500 00 .885 .862 .772 .778 00 M60 .730 .926 .750 .00 .896 .959 From North From East Start Time Left I Thru I Right Peds App. Total Left Thru Right Peds App Total Left Thru Peak Hour Analysis From 04:00 PM to 05:45 PM Peak 1 of 1 eak Hour for Entire Intersection Begins at 04:00 PM to oo J 0 0 co Z —k 0 0 Stowe Engineering, PLC 220 Serviceberry Court Stephens City, VA 22655 File Name MILLWOOD AND PRINCE FREDERICK PM Site Code 00000001 Start Date 2/10/2009 Page No 2 Out 1871 791 481 61 01 Right Thru Left Peds 1301 Out In Total 1331 3201 Peak Hour Data T North Peak Hour Begins at 04:00 PM Millwood Pk Prince Frederick Dr PM Left Thru Right Peds F 1001 711 56( 01 L 2271 3571 In Total From South Right 1 Peds App. Total 4 Left I Thru I Right Peds App. Total Int. Total From West Stowe Engineering PLC 220 Serviceberry Court Stephens City, VA 22655 Out In Total r 631 C L7 r_89i 25 0 0 ,i9 ht Thru Lett Peds a North 2/12/2009 04:00 PM 2/12/2009 05:45 PM Millwood Pk Purdue Dr- PM Ir r1 Left Thru Ri ht Peds 1 t 7 L of 2 0j E 25 9 X34 Out In Total File Name millwood and purdue pm Site Code 00007777 Start Date 2/12/2009 Page No 1 p 1 0 CO From North From East From South J From West Start Time Left 1 Thru Right Peds App Total Left 1 ThrZJ Right I Peds Lop. TOW Left T h r u Right [Peds J p iota, Left Thru I Right I Ped IIMI Int. Tmq i 04:00 PM 1 4 5 0 220 2 222 0 0 0 0 4 153 0 157 384 04:15 PM 0 4 4 2 184 0 186 I I 0 2 6 139 2 147 339 04:30 PM 0 4 4 1 210 0 211 2 0 0 2 5 138 3 146 363 04:45 PM 0 2 2 0 238 1 239 0 0 0 0 8 153 0 161 402 Total 1 14 15 3 852 3 858 I 3 1 0 4 23 583 5 611 1488 05:00 PM 0 I I 0 239 1 240 1 0 0 1 6 141 5 152 394 05:15 PM 0 2 2 1 265 1 267 3 0 0 3 13 168 1 182 454 05:30 PM 0 4 4 1 227 2 230 0 1 0 I 5 143 3 151 386 05:45 PM 0 4 4 3 227 1 231 0 0 0 0 8 144 3 155 390 4110 Total 0 11 11 5 958 5 968 4 1 0 5 32 596 12 640 1624 Grand Total 1 25 26 8 1510 8 1826 7 2 0 9 55 1179 17 1251 3112 Apprch 3.8 96.2 0.4 99.1 0.4 77.8 22.2 0 4.4 94.2 1.4 Total 0 0.8 0.8 0.3 58.2 0.3 58.7 0.2 0.1 0 0.3 1.8 37.9 0.5 40.2 Stowe Engineering PLC 220 Serviceberry Court Stephens City, VA 22655 Out In Total r 631 C L7 r_89i 25 0 0 ,i9 ht Thru Lett Peds a North 2/12/2009 04:00 PM 2/12/2009 05:45 PM Millwood Pk Purdue Dr- PM Ir r1 Left Thru Ri ht Peds 1 t 7 L of 2 0j E 25 9 X34 Out In Total File Name millwood and purdue pm Site Code 00007777 Start Date 2/12/2009 Page No 1 p 1 0 CO From North Start Time Left Thru F ht Peds A p. Total Left Peak Hour Analysis From 04:00 PM to 05:45 PM Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 2 2 0 05:00 PM I 05:15 PM 2 05:30 PM 4 Total Volume 9 %APO. Total 100 PHF 00 00 563 .0 0 2 1 4 1 9 2 0.2 .563 .500 S towe En PLC 220 Serviceberry Court Stephens City, VA 22655 From East Thru Ri ht 1 Peds 238 1 239 1 265 1 227 2 969 5 99.3 0.5 914 625 .00 Apr Told From South Left i Thru l Right I Peds 239 0 0 240 1 0 267 3 0 230 0 1 976 4 80 20 .914 .333 00 .250 File Name Site Code Start Date Page No .000 Twal I Left 0 8 153 0 1 6 141 5 3 13 168 1 1 5 143 3 5 32 605 9 93.7 1.4 .900 .450 417 615 N 0 J 2 it 1 Ou3 r In Total I 461 i 9 01 o 1 Right Thru Left Peds 1 Peak Hour Data North Peak Hour Begins at 04:45 PM I 1 Millwood Pk Purdue Dr PM J Left Thru Right Peds L 41 0fl it of i 111 5 Out In Total —1 n m e m millwood and purdue pm :00007777 2/12/2009 :2 From West Thru Ri ht Peds AppTO11 00 Int. Total 161 402 152 394 182 454 151 386 646 1636 .887 .901 I Start Time 11:00 AM 11:15 AM 11:30 AM 1l:45 AM Total 2:00 PM 12:15 PM 12:30 PM 12:45 PM Total Grand Total Apprch Total Left 11. 0. From North Thru Right Ped 8 3 5 5 21 2 1 4 2 9 30 88.2 1.1 JL L yJ F e S tow- Engineering, PLC 220 Serviceberry Court Stephens City, VA 22655 File Name MILLWOOD AND PURDUE SATURDAY Site Code 00007777 Start Date 2/14/2009 Page No 1 Groups Printed Saturday From East Left Thru Right I Peds Left 9 1 177 2 180 0 4 0 182 0 182 0 6 0 167 0 167 1 6 0 184 2 186 0 25 1 710 4 715 1 2 0 191 0 191 0 1 1 145 0 146 0 4 0 171 1 172 1 2 0 181 1 182 1 9 1 688 2 691 I 2 34 2 1398 6 1406 3 0.1 99.4 0.4 60 1.3 0.1 52.4 0.2 52.7 0.1 Out In 1 3J I 30i 0 4 Of Right Thru Left Peds I so] 2/14/2009 11 00 AM 2/14/2009 12:45 PM AIL North Total 84I Millwood Pk Purdue Dr- Saturday Left Thru Righht eds L 3 Of 0 1 61 L 51 1_ 11 Out In Total From South From Wes Thru Right Peds I App. Tu „i Left 0 7 134 2 143 332 0 5 132 0 137 323 7 150 0 157 331 4 150 0 154 346 1 23 566 2 591 1332 4 0.1 0 4 152 0 156 349 0 7 143 0 150 297 1 4 154 1 159 336 3 6 160 1 167 354 4 21 609 2 632 1336 5 44 1175 4 1223 2668 3.6 96.1 0.3 0.2 1.6 44 0.1 45.8 O w to From North From East eft _From South Start Time 1 Left 1 Thru Right 1 Peds Lsp g nr7o a Toth] Left Thru 1 Right I Peds L L rThru i Right I Peds J App.r0 w eak Hour Analysis From 11:00 AM to 12:45 PM Peak 1 of 1 eak Hour for Entire Intersection Begins at 1 L 15 AM 11:15 AM 1 3 4 182 0 182 0 11:30 AM 1 5 6 167 0 167 1 11:45 AM I. 5 6 184 2 186 0 12:00 PM 0 2 2 191 0 191 0 Total Volume 3 15 18 724 2 726 1 App. Total 16.7 83.3 997 0.3 100 PHF .750 .00 .750 .00 .750 .00 .948 .250,00.950 250 ,0000 .00 `1' O m Peak Hour Begins at 11:15 AM o i l 5 91 st sr n( �J K sr 0- S towe Engineering, 220 Serviceberry Court Stephens City, VA 22655 File Name Site Code Start Date Page No Out In Total 23] 18 L 40 7 15 I 3 Right Thru Left Peds IJ L1 Peak Hour Data North Millwood Pk 8 Purdue Dr Saturday I, r Left Thru Ri ht Peds r n 0 1 0 r of l 1 1 11 Out In Total PLC MILLWOOD AND PURDUE SATURDAY 00007777 2/14/2009 2 Left 0 5 132 1 7 150 0 4 150 0 4 152 1 20 584 3.3 96.7 A L H 250 .714 .961 .00 a Thru I Right Peds N From West Apr I Taal 137 323 157 331 154 346 156 349 604 1349 .00 .962 .966 ei From North From East From South From West me Tota Start Time Left Thru Right 1 Peds A Total Left Thru I Right Peds 1 App Total LeftJThra Right I Peds 1 App. mma Leff Thru Right Peds AM 12 26 10 169 1 98 6 App. To,m 128 365 5 9 180 4 13 14 0 31 24 11:15 11:30 AM 3 11 17 31 17 144 5 166 5 5 16 0 26 26 114 3 143 366 AM 1 10 24 35 25 139 5 169 9 7 18 0 34 19 118 3 140 378 11:45 Total 9 30 53 92 I 52 452 11 515 18 25 48 0 91 69 330 12 411 1109 12:00 PM 4 9 21 34 13 158 6 177 7 9 17 0 33 32 120 7 159 403 12:15 PM 7 8 18 33 18 120 2 140 4 9 17 0 30 26 112 4 142 345 12:30 PM 2 11 18 31 15 155 2 172 6 8 13 0 27 27 122 2 151 381 12:45 PM 5 9 26 40 20 138 2 160 10 7 17 1 35 21 108 17 146 381 Total 18 37 83 138 66 571 12 649 27 33 64 1 125 106 462 30 598 1510 01:00 PM 1 8 15 24 10 124 2 136 5 14 20 0 39 34 122 3 159 358 Grand Total Apprch 28 11 75 29.5 151 59.4 254 128 9.8 1147 88.2 25 1.9 1300 50 19.6 72 28.2 132 51.8 1 0.4 255 209 17.9 914 78.3 45 3.9 1168 2977 Total 0.9 2.5 5.1 8.5 4.3 38.5 0.8 43.7 1.7 2,4 4.4 0 8.6 7 30.7 1.5 39.2 i- cr 0 0- S towe Engineering, PLC 220 Serviceberry Court Stephens City, VA 22655 File Name MILLWOOD AND PRINCE FREDERICK SAT Site Code 00004321 Start Date 2/14/2009 Page No 1 Out In Total 3061 1 254] T 580 11511 75f' 28 1 Right Thru Left Peds I Le North 2/14/2009 11:15 AM 2/14/2009 01:00 PM Millwood Pk Prince Frederick Dr- Saturday T F Thru Ri ht Peds 72 132 tl 248 25 503 Out In Total a or Total Volume %App. Total PHF 13 39 74 10.3 31 58.7 650 .886 .771 .00 I n LJ O t 1 J o 0 From North Start Time Lefi Right Peds np ,'am Peak Hour Analysis From 11:15 AM to 01:00 PM Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 5 9 12 26 10 11:30AM 3 11 17 31 17 11:45 AM 1 10 24 35 25 12:00 PM 4 9 21 34 13 .900 0 126 Stowe Engineering, PLC 220 Serviceberry Court Stephens City, VA 22655 File Name MILLWOOD AND PRINCE FREDERICK SAT Site Code 00004321 Start Date 2/14/2009 Page No 2 From East 169 1 144 5 139 5 158 6 65 610 17 9.4 88.2 2.5 650 .902 .708 .00 From South From West Right Peds 1 A Left Thru Right Peds A pp. T O,m Left I Thru Right I Peds I Apr. Tote 180 4 13 14 166 5 5 16 169 9 7 18 177 7 9 17 692 25 34 65 20.2 27.4 52.4 .961 694 .654 .903 .00 Out In Total 15 Peak Hour Begins at 11:15 AM 126 j_ 2781 4 391 13 Oi Right Thru Left Peds Peak Hour Data North Millwood Pk Prince Frederick Dr Saturday 8 T r Left Thru Right Peds i I F5 1 3II 65L 01 1 1231 1 2 4 r 247 Out In Total 31 24 98 6 128 365 26 26 114 3 143 366 34 19 118 3 140 378 33 32 120 7 159 403 124 101 450 19 570 1512 17.7 78.9 3.3 .912 I .789 .938 .679 .00 .896 .938 -1 at 0 J N o YC 2 H o W N N Q s Em m p a u o W m C C EEEw W C N E'a j N 0 W U U d U W 0 n v O N N Q 0 V U Cae 0 LO CM 0 M N 00 p A U N O LL O e O N a 0 m 0 0 N N 0 0 m 0 0 5 i 0 CD 1' 0 0 a j LL 0 O N rn 0 0 0 M O 0 O U a a 5 O Z O W z 0 N cn O co O LL M O z e 0 0 rn z N N e rig O O N O N O 0 Q T 0 w 0 a 5 N CD CD Y'1 i Appendix B Traffic Signal Ti ings i Intersection Name Source Database Phase Vehicle Basic Timing Data Date 2/20/20! Time 14:20:10 17/50/781, Winchester Phase 1 2 3 4 5 6 7 8 Minimum Green 8 20 8 8 8 20 0 0 Passage 3,5 4.0 3.5 3,5 3.5 4.0 3.0 3.0 Maximum 1 15 40 25 15 25 40 0 0 Maximum 2 15 25 15 12 15 25 0 0 Yellow Change 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 Red Clearance 2.0 2.0 2,0 2.0 2.0 2.0 0.0 0.0 Phase 9 10 11 12 13 14 15 16 Minimum Green 0 0 0 0 0 0 0 0 Passage 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Maximum 1 0 0 0 0 0 0 0 0 Maximum 2' 0 0 0 0 0 0 0 0 Yellow Change 4.0 4.D 4.0 4.0 4,0 4.0 4.0 4.0 Red Clearance 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 Page 1 of rip Source Database Coordination Mode Data Date 2/20/2009 Time 14:21 Intersection Name 17/50/781, Winchester Operation Mode 1 -Auto Mode (Normal) 0 -Perm Maximum 0 Inhibit Correction 2 -Short Way Offset Mode 0 -Beg Green Force Mode 0 -Plan Max Dwell Time 0 Yield Period 0 Manual Controls: Dial Split 1 Offset 1 1 Intersection Name 17/50/781, Winchester Source Database Cycle Length 90 Coordination Timina Plan Data Dial 3 Split 1 Date 2/20/200 Ring Sum Times 90 58 0 0 Time 14:21 Phase Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 Phase 6 Phase 7 Phase 8 Time 25 33 16 16 15 43 0 0 Mode 0- Actuated 1 -Coord Ph 0- Actuated 0- Actuated 0- Actuated 1 -Coord Ph 6 -Ph Omit 6 -Ph Omit Ph Min Veh Sery 14 26 14 14 14 26 4 4 Ph Min Ped Sery 0 0 0 0 0 0 0 0 Phase Phase 9 Phase 10 Phase 11 Phase 12 Phase 13 Phase 14 Phase 15 Phase 16 Time 0 0 0 0 0 0 0 0 Mode 0- Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated Ph Min Veh Sery 6 6 6 6 6 6 6 6 Ph Min Ped Sery 0 0 0 0 0 0 0 0 Offset Offset 1 Offset 2 Offset 3 Time 55 0 0 Mode 0- Normal 0- Normal 0 -N ormal Alternate Sequence 1 0 0 Ring 2 Lag Time 0 0 0 Ring 3 Lag Time 0 0 0 Ring 4 Lag Time 0 0 0 2 Intersection Name 17/50/781, Winchester Source Database Cycle Length 120 Date 2/20/200 Time 14:21 Ring Sum Times 120 72 0 0 Coordination Timing Plan Data Dial 4 Split 1 Phase Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 Phase 6 Phase 7 Phase 8 Time 26 46 28 20 16 56 0 0 Mode 0-Actuated 1 -Coord Ph 0- Actuated 0- Actuated 0- Actuated 1 -Coord Ph 6 -Ph Omit 6 -Ph Omit Ph Min Veh Sery 14 26 14 14 14 26 4 4 Ph Min Ped Sery 0 0 0 0 0 0 0 0 Phase Phase 9 Phase 10 Phase 11 Phase 12 Phase 13 Phase 14 Phase 15 Phase 16 Time 0 0 0 0 0 0 0 0 Mode 0- Actuated 0-Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated 0- Actuated Ph Min Veh Sery 6 6 6 6 6 6 6 6 Ph Min Ped Sery 0 0 0 0 0 0 0 0 Offset Offset 1 Offset 2 Offset 3 Time 52 0 0 Mode 0- Normal 0- Normal 0- Normal Alternate Sequence 4 0 0 Ring 2 Lag Time 0 0 0 Ring 3 Lag Time 0 0 0 Ring 4 Lag Time 0 0 0 3 Intersection Name 17/50/781, Winchester Source Database Day 1311 MM Pattern Local TBC Traffic Data Date 2/20/2009 Time 14:21:32 Phase 2 Func 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 1 0 1 Free(OFF =4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 5 40 3/1/1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 1 11 0 4/1/1 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 4 1 19 0 3/1/1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 1 22 0 Free(OFF =4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 2 0 1 Free(OFF =4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 2 5 40 3/1/1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 2 15 0 4/1/1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 2 20 0 Free(OFF=4) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Sys (Ebro LOS 'sports Appe C Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. 3/6/2009 i 1 E NBTNBR SBL SB7tSBR Lane G oup� ��,BL���? B EB,T,�ER WBL� 1NB�"c WBR" NBL. �;r Lane Configurations tt r 1 1 ft. 4 r 4. Volume_ (vPhi 108 437`. 18 64 788 8 100 71 56 6 48 79 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade %o) -2% 2% -5% 0% Storage Length (ft) 200 300 300 0 550 0 0 0 Storage Lanese_ 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane :Util.Factor' °,1.00' 095 100 1.00 0.95 0.95 1.00 i 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.922 Flt Protected 0.950 0.950 0.973 0.997 Satd. Flow (prof) 1823 3540 1615 1769 3461 0 0 1884 1639 0 1747 0 Flt Permitted "r 0.950 0 950 0.973 0. 997 Satd. Flow(perm) 1823 3540 1615 1769 3461 0 0 1884 1639 0 1747 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 24 2 72 62 Link Speed (mph)- 45 45 35 30 Link Distance (ft) 764 1673 1605 493 Travel Time (s) 11.6 25.3 31.3 11:2 Peak Hour Factor 0.78 0.93 0.75 0.73 0.90 0.50 0.86 0.77 0.78 0.50 0.80 0.79 HeaavyVehicles 0 3% 1 °%1 1% 3% 0 1% 0% 1% 0% 0% 0% Adj. Flow (vph) 138 470 24 88 876 16 116 92 72 12 60 100 Shared Lane Traffic Lane Group Flow (vph) 138 470 24 88 892 0 0 208 72 0 172 0 Enter Blocked Intersection No No No No No No No No No Na No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right MedianWidth(ft) 12.` 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1:01 1.01 1:01' 0.97 0.97 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 <1 r` 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1,Type CI+Ex _CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CH-Ex 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector ,1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detectaf2 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type" Prot Perm Prot Split Perm Split Protected Phases 5 2 1 6 8 8 4 4 T l 2009 Existing Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. La e Group PermittedrPhasesf Detector Phase 5 2 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow riffle (s) All Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s);. 3:0 3.0 3,0 3.0 3:0 3:0 3.0 3.0 3.0 3:0 Recall Mode None C -Max C-Max None C -Max None None None None None Act Effct Green (s) 11.6 38.0` 38`0 8.8 32:4 13:0 13.0 8.0 Actuated g/C Ratio 0.13 0.43 0.43 0.10 0.36 0.15 0.15 0.09 v/c Ratio, 0.58 0.31 0:03- 0.50 0:71 0.76 0.24 0.81 Control Delay 46.1 18.9 7.2 48.5 28.7 54.6 10.7 54.2 Queue Delay 0.0 0.0: 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.1 18.9 7.2 48.5 28.7 54.6 10.7 54,2 LOS. D. B A D C D B D 4111 Approach Delay 24.4 30.5 43.3 54.2 41i- Approach LOS C C D D tir IntersectiodaSummary "ix:�� Area Type:, Other Cycle Length: 89 Actuated Cycle Length: 89 8.0 20.0 20.0 8.0 20.0 8.0 8.0 8.0 8.0 15.0 26.0'- 26.0 15.0 26:0 15.0 15.0 15:0 14.0 20.0 40. 40.0 15.0 35.0 0.0 20.0 20.0 20.0 14.0 22:5% 44.9% 44.9 16.9 393% 0:0% 22:5% 22.5% 22:5% 15.7% 14.0 34.0 34.0 9.0 29.0 14.0 14.0 14.0 8.0 4.0 4`0 1 4.0 4.0 4.0_ 4:0 4.0 4:0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 Lead Lead Lead Lag Lag Offset: 0 (0 Referenced to phase 2 EBT and 6:WBT, Start of Green Natural Cycle 70 Control Type: Actuated Coordinated Maximum v /cRatio: 0.81 Intersection Signal Delay: 32.4 intersection Capacity Utilization 65.7% Analysis Period (min) 15 Splits and Phases: 3: Millwood Pike Custer Ave 2009 Existing Conditions PM Peak Hour Stowe Engineering, PLC Intersection LOS: C ICU Level of Service C itrOgrt $181 SBT SBR 8 8 8.0 14.0 14.0 15.7 8.0 4.0 2.0 0:0 6.0 3/6/2009 0.0 0.0% 0.0 4.0 Synchro 7 Light: Report Page 2 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pk. Ryco Ln. WAWA; 1- Lane Configurations f t+ Volume; (veh/h) 605 9 2 Sign Control Free Grade 0% Peak Hour Factor 0.90 0.45 0.50 Hourly flow rate (vph) 672 20 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 692 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) NecUoii i ane ifg i Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection $ummar.y Average Delay Intersection Capacity Utilization Analysis Period (min) 2009 Existing Conditions PM Peak Hour Stowe Engineering, PLC 692 820 346 4.1 6.8 6.9 2.2 100 912 tt 969 Free 0% 0.91 1065 NBL 1,� NBf2 4 1 Stop 0% 0.33 0.25 12 4 1175 0.82 1223 346 3.5 3.3 95 99 257 656 448 244 4 532 532 16 0 0 4 0 0 12 0 20 0 0 0 4 1700 1700 912 1700 1700 303 0.26 0.14 0.00 0.31 0.31 0,05 0 0 0 0 0 4 0,0 0.0 9.0 0.0 0.0 17.5 A C 0.0 0.0 17.5 C 3/3/2009 0.2 36.8% 15 ICU Level of Service A Synchro 7 Light: Report Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pk. Purdue Dr. Movements {EBL'$ ;EBT Lane Configurations tt Volume (veh /h) 32 605 Sign Control Free Grade 0% Peak Hour Factor 0.62 0.90 Hourlyflowrate(vph) 52 672 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 0.80 vC, conflicting volume 1073 vC1, stage 1 conf vol vC2;.stage 2 conf vol vCu, unblocked vol 582 tC, single (s) 4.1 tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh /h) Direchon¢Lanei Volume Total IntersectiontSummary,'s Average Delay Intersection Capacity Utilization Analysis Period (min) 2.2 94 799 2009 Existing Conditions PM Peak Hour Stowe Engineering, PLC 4 None None 969 5 0 9 Free Stop 0% 0% 0.91 0.63 0.25 0.56 1065 8 0 16 980 0.4 36.9% 15 0.80 0.80 1508 536 1128 0 6.8 6.9 3.5 3,3 100 98 150 870 52 336 336 710 363 16 52 0 0 0 0 0 0 0 0 0 8 16 Volume Left VolumeRight cSH 799 1700 1700 1700 1700 870 Volume to Capacity 0.06 0.20 0.20 0.42 0.21 0.02 Queue Length 95th (ft) 5 0 0 0 0 1 Control'Delay (s) 9.8 0.0 0.0 0.0 0.0 9.2 Lane LOS A A Approach Delay (s) 0.7 0.0 9.2 Approach LOS A ICU Level of Service A 3/3/2009 Synchro 7 Light: Report Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. f 1 1- k. 4" 3/3/2009 d L dwar gr a. EBL� EBT zEBR WBL 1!WB TiA, WBR NBL NBT 'NBR °SBL' f SBT 38f2 Lane Configurations tt 'no r Volume(vph) 101 450 19 65 610 17 25 34 65 13 deal Flaw (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade 0 0% -5% 39 1900 0% Storage Length (ft) 200 300 300 0 550 0 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.995 0.850 0.919 Flt Protected 0.950 0.950 0.980 0.994 Satd. Flow (prot) 1805 3505 1599 1787 3491 0 0 1901 1639 0 1736 0 Flt Permitted -0.950 0.950 0.980 0.994 Satd. Flow (perm) 1805 3505 1599 1787 3491 0 0 1901 1639 0 1736 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 28 5 72 66 Link Speed (mph) 45' 45 35 30 Link Distance (ft) 764 1673 1605 493 Travel Time (s) 11,6 25.3 31,3 11.2 Peak Hour Factor 0.79 0.94 0.68 0.65 0.90 0.71 0.69 0.65 0.90 0.65 0.89 0.77 Heavy.Vehicles 0 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% 0% Adj. Flow (vph) 128 479 28 100 678 24 36 52 72 20 44 96 Shared Lane. Traffic Lane Group Flow (vph) 128 479 28 100 702 0 0 88 72 0 160 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median,Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Split Perm Split Protected Phases 5 2 1 6 8 8 4 4 2009 Exisitng Conditions Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering Page 2 74 1900 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. LaneG up =i 4 EBL ,,;EBT4 EBR' NBL '.1NBT; 1/11 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split( Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue. Delay Total Delay LOS Approach Delay i Approach LOS lntersecGo ;Sum Area Type: Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 25.9 Intersection Capacity Utilization 53.0% Analysis Period (min) 15 Other Splits and Phases: 3: Millwood Pike Custer Ave 2009 Exisitng Conditions Saturday Peak Hour Stowe Engineering 2 8 5 2 2 1 6 8 8 8 4 4 8.0 20.0 20.0 8.0 20.0 8.0 8.0 8.0 8.0 8.0 15.0 40.0 40.0 15.0 40.0 20.0 20.0 20.0 14.0 14.0 15.0 41.0 41.0 15.0 41.0 0.0 20.0 20.0 20.0 14.0 14.0 0.0 16.7% 45:6 45.6% 16.7% 45.6% 0.0% 22.2% 22.2% 22.2% 15.6% 15.6% 0.0% 9.0 35.0 35.0 9.0 35.0 14.0 14.0 14.0 8.0 8.0 4.0 4.D 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead Lead Lead Lag Lag 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 None C -Max C -Max None C -Max None None None None None 10.5 44.9 44.9 8.8 40.4 9.9 9.9 8.0 0.12 0.50 0.50 0.10 0.45 0.11 0.11 0.09 0.61 0.27 0.03 0.57 0.45 0.42 0.30 0.75 50.9 16.1 6.5 52.3 19.6 43.1 12.4 46.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.9 16.1 6.5 52.3 19.6 43.1 12.4 46.3 D B. A D B D B D 22.7 23.7 29.3 46.3 C C C D Intersection LOS: C ICU Level of Service A 3/3/2009 Synchro 7 Light: Report Page 3 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pk. Ryco Ln. Intersection<Summary, Average Delay 0.1 Intersection Capacity Utilization, 30.0% Analysis Period (min) 15 2009 Exisitng Conditions Saturday Peak Hour Stowe Engineering 1- 4 NW M verve iti "D EBT" it R f Lane Configurations t'+ II Volume (veh /h) 584 0 0 Sign Control Free Grade 0% Peak Hour Factor 0.96 0.25 0.25 Hourly flow rate (vph) 608 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) pX, platoon unblocked vC, conflicting volume 608 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) Directi n,Lane# E6;;1('E82' W61 „t 4NB €WBi3ri tt 724 1 Free Stop 0% 0% 0.95 0.25 0.25 762 4” 0 0 2.2 100 980 1175 0.94 989 304 608 867 304 4.1 6.8 6.9 3.5 •3.3 99 100 279 698 Volume Total 406 203 0 381 381 4 Volume Left 0 0 0 0 0 4 Volume'Right 0 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 279 Volume to Capacity 0.24 0.12. 0.00 0.22 0.22 0.01 Queue Length 95th (ft) 0 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 18.1 Lane LOS C Approach Delay (s) 0.0 0.0 18.1 Approach LOS C ICU Level of Service A 3/3/2009 Synchro 7 Light: Report Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pk. Purdue Dr. Movementt?, Lane Configurations Volume {(veh /h) Sign Control Grade Peak Hour Factor Hourly flew rate (vph) 28 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 0.91 vC conflicting volume 770 vC1, stage 1 conf vol vC2, stage 2 conf volt vCu, unblocked vol 558 tC, single (s) 4.1 tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh /h) Direct'iohNfane #gyp 2009 Exisitng Conditions Saturday Peak Hour Stowe Engineering Average Delay Intersection Capacity Utilization Analysis Period (min) EBL E BT iWBT UVBR 58[s SR§ '1 /Ft t t 2.2 97 934: None None 980' 0.4 30.1% 15 20 584 724' 2 3 15 Free Free Stop 0% 0% 0% 0.71 0.96 0.95 0.25 0.75 0.75 608 .762 8 4 20 0.91 0.91 1127 385 949 137 6.8 6.9 3.5 3.3 98 98 232 816 Volume Total 28 304 304 508 262 24 Volume Left 28 0 0 0 0 4 Volume Right 0 0 0 0 8 20 cSH 934 1700 1700 1700 1700 575 Volume to Capacity 0.03 0:18 0.18 0:30 0.15 0:04 Queue Length 95th (ft) 2 0 0 0 0 3 Control Delay (s)r 9:0 0.0 0.0 0.0 0.0 11.5 Lane LOS A B Approach Delay (s) 0.4 0.0 11.5 Approach LOS B Intersection(Summary iii ICU Level of Service A 3/6/2009 Synchro 7 Light: Report Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. 3/6/2009 J If 6 k Lane Group E IEMEEBR WBL ,IM$ (WBR NBL'NBT NBf2 x SBLSBT SBR Lane Configurations '1 tt r 1 1 tr 4 r 44 Votume (vph), 119 630 20 70 979 9 110 78 62 7 53 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade r -2% 2% -5% 0% Storage Length (ft) 200 300 300 0 550 0 0 0 Storage, Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Utili`Factor 1:00 0.95 1.00 1:00: 0.95 0.95 1.00 1,00 1.00 1.00 1.00 1:00 Frt 0.850 0,999 0.850 0.920 Flt Protected' 0:950 0,950 0.972 0:998 Satd. Flow (prot) 1823 3540 1615 1769 3467 0 0 1882 1639 0 1745 0 Flt Permitted 0.950 0.950 0.972 0.998 Satd. Flow (perm) 1823 3540 1615 1769 3467 0 0 1882 1639 0 1745 0 Right Turn on Red. Yes_ Yes Yes Yes Satd. Flow (RTOR) 22 1 67 72 Link Speed (mph) 45 45 35 30 Link Distance (ft) 764 1673 1605 493 Travel Time (s) 11.6 25:3` 31.3 11.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 0% 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% 0% Adj. Flow (vph) 129 685 22 76 1064 10 120 85 67 8 58 95 Shared Lane Traffic Lane Group Flow (vph) 129 685 22 76 1074 0 0 .205 67 0 161 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)' 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway; Factor 0.99 0:99 0.99 1:01 1.01 1.01' 0.97 0:97 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI +Ez CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CH-Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0:0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2lChannel Detector 2 Extend (s) 0:0 0.0 0.0 0.0 Turn Type Prot Perm Prot Split Perm Split Protected Phases 5 2 1 6 8 8 4 4 2014 Background Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. L naL e GroupL Permitted Phases i =i Detector Phase Switch Phase Minimum Initial (s) 8.0 20.0 20.0 8.0 Minimum Split (s) 15:0 26.0 26.0 15.0 15.0 31.0 31.0 15.0 Total Split 18.8% 38.8% 38:8% 18.8% Maximum Green (s) 9.0 25.0 25.0 9.0 Yellow Time (s) 4.0 4.0 4:0 4:0 All Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s). 0.0 0.0 0,0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead /Lag. Lead Lead Lead Lag Lead Lag Optimize? Vehicle Extension (s) 3:0 3:0` 3:0 3.0 3.0 Recall Mode None C -Max C -Max None C -Max Act Effct Green (s) 8.9 29.5 29:5 8.8 26.6 Actuated g/C Ratio 0.11 0.37 0.37 0.11 0.33 v/c Ratio 0:63 0.52 0.04; 0.39 0:93' Control Delay 49.3 23.2 8.7 39.4 42.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 49.3 23.2 8.7 39.4 42.5 LOS D C A D D Approach Delay 26.8 42.3 i_ Approach LOS C D Inte sr ectionSummary r r 47t Area Type:: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle 75 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.93,-, Intersection Signal Delay: 35.8 Intersection capacity Utilization 72.7% Analysis Period (min) 15 Total Split (s) t 4- t Splits and Phases: 3: Millwood Pike Custer Ave. 2014 Background Conditions PM Peak Hour Stowe Engineering, PLC 20.0 26.0 31.0 38:8 25.0 4.0 2.0 0.0, 6.0 Lag 0.0 0:0% 0.0 4.0 Intersection LOS: D ICU Level of Service C 8.0 15.0 20.0 25.0% 14.0 4.0 2.0 0.0 6.0 8.0 8.0 15.0 15.0 20.0 20.0 25.0% 25.0% 14.0 14.0 4.0 4.0 2.0 2.0 0.0 0.0 6.0 6.0 8.0 14.0 14.0 17.5% 8.0 4.0 2.0 0.0 6.0 3.0 3.0 3.0 3.0 3.0 None None None None None 12.5 12.5 8.0 0.16 0.16 0.10 0.70 0.21 0.67 44.9 9.8 35.4 0.0 0.0 0.0 44.9 9.8 35.4 D A D 36.3 35.4 D D 8.0 14.0 14.0 17.5% 8.0 4.0 2.0 0.0 6.0 3/6/2009 4/ 0.0 0.0% 0.0 4.0 Synchro 7 Light: Report Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pk. Purdue Dr. P:4■WriiNtt 5yEBL, Volume Total Volume Left Volume Right cSH Volume•to Capacity Queue Length 95th (ft) Control:Delay(s) Lane LOS Approach Delay (s) Approach LOS In 7 tersection,Summary kst, Average Delay Intersection Capacity Utilization Analysis Period (min) Lane Configurations Volume 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 0,73 vC, conflicting volume 1328 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 698 tC, single (s) 4.1 tC, 2 stage (s) tF (s) p0 queue free cM capacity_(veh /h) Direction a e 2014 Background Conditions PM Peak Hour Stowe Engineering, PLC R tt 35 815 1216- Free Free 0 .0% 0.92 0.92 0.92 38 886 1322 2.2 94 659 None None 980 6 0 10. Stop 0.92 0.92 0.92 7 0 11 38 443- 443 881 447 38 0 0 0 0 0 0 0 0 7 659 1700 1700 1700 1700 0.06 0.26 0.26 0.52 0.26 5 0 0 0 0 10.8 0.0 0.0 0.0 0.0 B 0.4 0.2 43.8% 15 0.0 0.73 0.73 1844 664 1408 0 6.8 6.9 3.5 3.3 100 99 90 792 11 0 11 792 0.01 1 9.6 A 9.6 A ICU Level of Service A 3/4/2009 Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pk. Ryco Ln. Mov mesa Lane Configurations fro Volume (veh /h) 815 10 Sign Control Free Grade'. Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 886 11 2 Pedestrians Lane Width (0) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1175 pX, platoon unblocked vC, conflicting volume vC1 stage 1 conf vol vC2, stage 2 conf vol, vCu, unblocked vol tC, single (s) III tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh /h) do_- Drrecttonj Lane, Intersection SummaryN Volume Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Average Delay Intersection Capacity Utilization Analysis Period (min) 3061. 0 11 1700 1700 0.35 0:18 0 0 0.0 0.0 591 0 0 0.0 2014 Background Conditions PM Peak Hour Stowe Engineering, PLC 4.1 AWE 0.74 897 1557 448 897 1051 448 2.2 100 765 0.1 43.6% 15 f r ,WE tt 2 1216 4 1 Free Stop 0% 0% 0.92 0.92 0.92 1322 4 1 6.8 6.9 3.5 3.3 97 100 167 563 2 661 ''661 2 0 0 4 0 0 0 1 765 1700 1700 194 0.00 0.39 0.39 0.03 0 0 0 2 9.7 0.0 0.0 24.1 A C 0.0 24.1 C 5 ICU Level of Service A 3/4/2009 Synchro 7 Light: Report Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. i Lane;G ©ups Lane Configurations Volume (vph)- Ideal Flow (vphpl) Grade Storage Length (ft) 200 300 300 0 550 0 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util: Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.921 Fit Protected 0:950 0.950 0.979 0 Satd. Flow (prot) 1805 3505 1599 1787 3497 0 0 1898 1639 0 1741 0 Flt Permitted 0.950 0.950 0.979 0.995 Satd. Flow (perm) 1805 3505 1599 1787 3497 0 0 1898 1639 0 1741 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 23 3 78 62 Link Speed (mph) 45 45 35 30 Link Distance (ft) 764 1673 1605 493 Travel Time (s) 11.6 25.3 31.3 11.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy, Vehicles 0% 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% 0% Adj. Flow (vph) 121 753 23 78 923 21 30 40 78 15 47 88 Shared Lane Traffic Lane Group Flow (vph) 121 753 23 78 944 0 0 70 78 0 150 0 Enter Blocked Intersection No No No No No No No No No No No No i Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Ciosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0:0 0.0 0:0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type. Prot Perm Prot Split Perm Split 0 Protected Phases 5 2 1 6 8 8 4 4 tt 111 693 1900 1900 4- r R 4 21:. 72 849 1900 1900 1900 0% 4- 4" 19 28 1900 1900 t 37 1900 -5% 72 1900 14 1900 1 43 1900 0% 3/4/2009 d 81 1900 2014 Background Conditions Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Ave. rsec or nmry, Intersection Splits and Phases: Other 1 Lane Permitted Phases Detector Phase Switch phase_ Minimum Initial (s) 8.0 20.0 Minimpm Split :(s) 15:0 40.0 Total Split (s) 15.0 41.0 Total Split 15.6% 42.7% Maximum Green (s) 9.0 35.0 Yellow Time (s) 4:0 4,0 All -Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0:0 Total Lost Time (s) 6.0 6.0 Lead /Lag Lead. Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C -Max C -Max Act Effct (s) 11:1 48.8 48:8 Actuated g/C Ratio 0.12 0.51 0.51 v/c Ratio 0.58 0.42 0.03 Control Delay 51.7 18.6 7.4 Queue -0elay 0.0 0.0 0.0 Total Delay 51.7 18.6 7.4 LOS D 8 A Approach Delay 22.8 4_ Approach LOS 2014 Background Conditions Saturday Peak Hour Stowe Engineering 3: Millwood Pike Custer Ave. p 4 4- 20.0 40.0 41.0 42.7% 35.0 4.0 2.0 0.0 6.0 Lead 8.0 15.0 15.0 15.6% 9.0 4.0 2.0 0.0 6.0 Lag Area Type: Cycle Length: 96 Actuated Cycle Length: 96 Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural: Cycle: 90 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 25.3 Intersection Capacity Utilization 60.4% Analysis Period (min) 15 20.0 40:0 41.0 42.7% 35.0 4.0 2.0 0.0 6.0 Lag 3.0 3.0 None C -Max 8.8 43.7 0.09 0.46 0.48 0.59 51.5 23.6 0.0 0.0 51.5 23.6 D C 25.7 C 0.0 0.0% 0.0 4.0 Intersection LOS: C ICU Level of Service B 4 8.0 20.0 20.0 20.8% 14.0 4.0 2.0 0.0 6.0 8.0 20.0 20.0 20.8% 14.0 4.0 2.0 0.0 6.0 8.0 20.0 20.0 20.8% 14.0 4.0 2.0 0.0 6.0 8.0 15.0 20,0 20.8% 14.0 4.0 2.0 0.0 6.0 8.0 15.0 20.0 20.8% 14.0 4.0 2.0 0.0 6.0 3.0 3.0 3.0 3.0 3.0 None None None None None 9.4 9,4 10.6 0.10 0.10 0.11 0.37 0.34 0.61 45.9 13.5 34.3 0.0 0.0 0.0 45.9 13.5 34.3 D B 28.8 34.3 C C C 3/4/2009 4, 0.0 0.0% 0.0 4.0 Synchro 7 Light: Report Page 3 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pk. Ryco Ln. 1_ 0 Average Delay Intersection Capacity Utilization Analysis Period (min) 609 315 0 0 0 11 1700 1700 0.36 0.19 0 0 0.0 0.0 2014 Background Conditions Saturday Peak Hour 924 4.1 0 0 0 1700 0.00 0 0.0 0.0 36.9% 15 4- 4\ ov me e t u r EBT EBR X WBL* WBT Lane Configurations 0 tt Itti Volume (veh /h) 840 10 0 974 1 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) 913 11 0 1059 1 0 Pedestrians Lane Width;(ft) Walking Speed (Ws) Percent, Blockage' Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1175 pX, platoon unblocked 0.82 vC conflicting volume 924 1448 462 vC1, stage 1 conf vol vC2,, stage 2conf vol vCu, unblocked vol tC, single (s)' tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free 100 99 100 cM capacity (veh/h) 748 170 552 Direction; Lane t w Volume Total Volume Left Volume, Right cSH Volume to Capacity. Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) 0.0 Approach LOS Inter ection Summer' l I 1109 462 6.8 6.9 529 529 1 0 0 1 0 0 0 1700 1700 170 0.31 0.31 0.01 0 0 0 0.0 0.0 26.3 D 0.0 26.3 D ICU Level of Service 3/6/2009 A Synchro 7 Light: Report Stowe Engineering Page 2 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pk. Purdue Dr. Lane Configurations Volume (veh /h) 22 840 `974; Sign Control Free Free Grade.' 0% 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow,rate (vph) 24 913' 1059 Pedestrians Lane,Width,(ft) Walking Speed (ft/s) Percent BIo¢kage Right turn flare (veh) Median type None None Median storage veh) Upstream' signal (ft) 980 pX, platoon unblocked 0.81 0.81 0.81 vC conflicting volume 1065 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 603 tC, single (s) 4:1. 6.8 6.9 tC, 2 stage (s) tF (s) Z2 as 3.3 p0 queue free 97 100 98 cM capacity (veh /h) 795 137 880 Directionlane E8.2 EB!3 :W61W Bt2 24” 457 24 0 0 0 795 1700 Volume Total Volume Left Volume !Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersect onrSummay Average Delay Intersection Capacity Utilization Analysis Period (min) J --p 0.03 0.27 2 0 a7 0.0 A 0.2 2014 Background Conditions Saturday Peak Hour tt tt BR 6 0 17 Stop 0% 0.92 0.92 0.92 7 0, 18 1566 533 1223 0 457 706 359 18 0 0 0 0 0 0 7 18 1700 1700 1700 880 0.27 0.42 0.21 0.02 0 0 0 2 0.0 0.0 0.0 9.2 A 0.0 9.2 A 0.2 37.1% ICU Level of Service 15 3/6/2009 A Synchro 7 Light: Report Stowe Engineering Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pike Purdue Dr. Mo vement: Average Delay Intersection Capacity Utilization Analysis Period (min) 2014 Build -out Conditions PM Peak Hour Stowe Engineering, PLC 3T� WBL tt 41 837 :30 Free 0% .i; 0.92 0.92 0.92 38 910 0 r 0 0.0' 0.2 44.8% 15 We 0.0 !BRSB L-1rSBR Lane Configurations 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 None None Median storage veh) Upstream signal (ft) 980 pX, platoon unblocked 0.72 0.00 vC,coriflictingvolurne 1368 0 vC1, stage 1 conf vol vC2,'stage 2 conf vol vCu, unblocked vol 744 IC, single (S) tC, 2 stage (s) tF (s) 2.2 0.0 3.5 3:3 p0 queue free 94 0 100 99 cM capacity (veb /h) 631 0 81 789 tirealenitrilia B t 2 EB 3 W61 j ar2S W8 3, E SB,1 tis 38 455 Volume Left 38 0 Volurne Right 0 0 631 1700 Volume to Capacity ).06 0.27 Queue Length 95th (ft) 5 0 Control Delay (s) 11:1 0.0 Lane LOS B Approach Delay (s) 0:4. Approach LOS tt I re 1253 6` 0 10 Free Stop 0 0.92 0.92 0.92 0.92 1362 7 0 11 455 908 461 0 0 0 0 0 0 0 7 0 1700 1700 1700 1700 '.0.27 0.53 0.27 0.00 0 0 0 0 o.o' o.o o.o o.o ICU Level of Service 0.72 0.72 1896 684 1474 0 6.8 6.9 11 0 11 789 0.01 1 9:6 A 9.6 A A 3/6/2009 Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pike R co Ln. Nlo 4 l F. xtn .�i?C� Lane Configurations Volume (veh /h) Sign Control Gracie> Peak Hour Factor Hourly flow rate (vph), Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstr'eam`signap(ft) pX, platoon unblocked vC conflicting volume vC1, stage 1 conf vol v02, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free 6M' capacity Direction; Lane i Volume Total Volume Left Volume Right cSH Volume, to Capacity. Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection €Summary r 837 Free 0% 0.92 910 Average Delay Intersection Capacity Utilization Analysis Period (min) 2014 Build -out Conditions PM Peak Hour Stowe Engineering, PLC de 4 4\ t1 10 2 1253 4 1 Free Stop 0% 0% 0.92 0.92 0.92 0.92 0.92 11 2 1362 4 1 None None 0.1 44,6% 15 1175 0.76 921 1601 460 921 1149 460 4.1 6,8 6.9 2.2 100 750 3.5 3.3 97 100 147 553 607 314 2 681 681 5 0 0 2 0 0 4 0 11 0 0 0 1 1700 1700 750 1700 1700 172 0.36 0.18 0.00 0.40 0.40 0.03 0 0 0 0 0 2 0.0 0.0 9.8 0.0 0.0 26.6 A D 0.0 0.0 26.6 D ICU Level of Service 3/4/2009 A Synchro 7 Light: Report Page 3 HCM Unsignalized Intersection Capacity Analysis 14: Millwood Pike Entrance Ma me en't 1 e E@L� ewitwB,T r VBR SB sirsBit Lane Configurations 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 voluble= 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) Qrrephon Lane #.0 Intersection'Summary Volume Total Volume Left Volume Right cSH Volume to Capacity: Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) 0.0 Approach LOS Average Delay Intersection Capacity Utilization- Analysis Period (min) tt tt r r 0 857 1216 90 6 100 Free Free Yield -2% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 0 932 1322 98 0 109 0.70 1322 616 4.1 2014 Build -out Conditions PM Peak Hour Stowe Engineering, PLC None None 404 0.70 0.70 1788 661 0 6.8 6.9 2.2 3.5 3.3 100 100 86 685 113' 768 EB +2 •ICA /T 1ill 2,WB 3 S6(1 466 466, 661 661 98 0 0 0 0 0 0. 0 0 0 98 1700 1700 1700 1700 1700 0:27 0.27 i 0.39 039 0:06 0 0 0 0 0 '0.0 0.0 0.0 0.0 0.0 0.0 109 0 109 768 0.14 12 10.5 B 10.5 B 0.5 46:5 ICU Level of Service 15 A 3/6/2009 Synchro 7 Light: Report Page 1 J 4\ LanerGroup r t n =EBU EBL, EBT EBR 'aw :,vv A- s wan S BLN! SBT Lane Configurations T4 r '1 4t+ 4 r 4 Volume' (vph) 22 129 650 20 70 1020 9 110 78 62 7 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade -2% 2% -5% 0% Storage Length (ft) 200 300 300 0 550 0 0 Storage Lanes' 1 1 '1. 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util Factor 0:95 1.00 0.95 1.00 1,00 0.95 0.95 1.00 1.00 1,00 1.00 1.00 Frt 0.850 0.999 0.850 0.920 Flt Protected 0.950 0.950 0.972 0.998 Satd. Flow (prot) 0 1818 3540 1615 1769 3467 0 0 1882 1639 0 1745 Flt Permitted 0 950 0:950 0:972 0:998 Satd.Flow(perm) 0 1818 3540 1615 1769 3467 0 0 1882 1639 0 1745 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 22 1 67 65 Link Speed (mph) 30 30 35 30 Link Distance (ft) 404 1673 1605 189 Travel Time (s) 9.2 38.0 31.3 4.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 0 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% Adj. Flow (vph) 24 140 707 22 76 1109 10 120 85 67 8 58 Shared Traffic %o)' Lane Group Flow (vph) 0 164 707 22 76 1119 0 0 205 67 0 161 Enter Blocke'd Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99' -0:99 0.99 1.01 1:01 1.01 0.97 0.97 0.97 1.00 1.00 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 20 100 20 20 100 20 100. 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0. Detector-1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 20 6 20 6 20 20 6 Detector 1_ Type Ci +Ex Cj +Ex CI +Ex CI Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ez CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 =Delay (s). 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector .2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex Cl+Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Prot Split Perm Split Protected Phases 5 5 2 6 8 8 4 4 2014 Build -out Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 3/6/2009 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 4, Lane} Lan4configurations Volume (vph) Ideal Flow (vphpl) Grade Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. =Factor 1.00, Frt FIt:Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right ,Turn lon Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.92 Heavy,; Vehicles 0% Adj. Flow (vph) 95 Shared Lane Traffic Lane Group Flow (vph) 0 Enter Blocked Intersection -'No i Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane HeadwayFactor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector. 1 Type' Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 3/6/2009 87 1900 2014 Build -out Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr t neYGroupfata Permitted,Phases' Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow Time`(s)" All Red Time (s) Lost Time Adjust (s). Total Lost Time (s) Lead /Lag,, Lead -Lag Optimize? Vehicle Extension (s). Recall Mode Act Effct Green (s) Actuated gIC Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection'Summaiyg iti' 8.0 15.0 20.0 22:5% 14.0 4:0 2.0 0.0 6.0 Lead Yes 3.0 None 2014 Build -out Conditions PM Peak Hour Stowe Engineering, PLC d` F 8.0 20.0 20.0 8.0 20.0 150 260 ,'26.0 15:0 26,0 20.0 39.0 39.0 15.0 34.0 22.5% 43.8% 43.8% 16.9% 38.2% 14.0 33.0 33.0 9.0 28.0 40 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 0.0. 0.0 0.0 6.0 6.0 6.0 6.0 6.0 Lead_ Lag_ Lag Lead Lag Yes Yes Yes Yes Yes 3.0 3.0, 3.0 3.0 3.0 None C-Max C -Max None C -Max 12.1 37.5 375 8:6 '31.2 0.14 0.42 0.42 0,10 0.35 0.66 0.47 0.03 0.44 0.92 49.4 21.4 7.8 46.5 42.6 0.0 0 0 0.0 o.0 0:0 49.4 21.4 7.8 46.5 42.6 D C A D D 26.2 42.9 C D AreaType Other Cycle Length: 89 Actuated Cycle Length: Offset: 0 (0 %),Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle 80 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 36.9 Intersection Capacity Utilization 75.`6% Analysis Period (min) 15 Intersection LOS: D ICU Level of Service D k. 4 Splits and Phases: C 1 3: Millwood Pike Custer Dr 02 3/6/2009 NBT tfuB(aBLS# SBT 8 8 8 4 4 8.0 8.0 8.0 8.0 8.0 15.0 15.0, 15,0 15.0 15.0 0.0 20.0 20.0 20.0 15.0 15.0 0.0% 22.5% 22.5% 22.5% 16.9% 16.9% 14.0 14.0 14.0 9.0 9.0 4.0 4.0 4.0 4.0. 4.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 6.0 6.0 6.0 6.0 6.0 3.0 3.0 3.0 3.0 3.0 None None None None None 12.9 12.9 8:7 0.14 0.14 0.10 0.75 0.23 0.70 54.1 11.D 40.8 0.0 0.0 0.0 54.1 11.0 40.8 D B D 43.5 40.8 D D Synchro 7 Light: Report Page 3 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr LanemGrouPT Permitted Phases Detector Phase Switch Phase, Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag..- 3 Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v /cRatio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS I ntersection,Su mmaryf 0.0 0 :0% 0.0 4.0 316/2009 2014 Build -out Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 4 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pike Purdue Dr. mw Movemerit;"r Intersection Summa "r.' Average Delay Intersection Capacity Utilization Analysis Period (min) 2014 Build -out Conditions Saturday Peak Hour Stowe Engineering, PLC Lane Configurations l i 'Ft' Volume (veh /h) 22 855 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 Hourly flow rate (vph) 24 929 Pedestrians Lane Wjdth (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)'- 980 pX, platoon unblocked 0.81 0.00 0.81 0.81 vC, conflicting volume' 1095 0 1604 547 vC1, stage 1 conf vol vC2, stage 2; conf vol vCu, unblocked vol 650 tC, single (s) 4.1 tC, 2 stage (s) tF.(s).. 2.2 p0 queue free 97 cM capacity (veh /h) 767 ii- 0 re.ctiontene #r, Volume Total. 24 465 465 725 369 0 18 Volume Left 24 0 0 0 0 0 0 Volume Right 0 0 0 0 7 0 18 cSH 767 1700 1700 1700 1700 1700 884 Volume to Capacity 0.03 0.27 0.27 0.43 0.22 0.00 0.02 Queue Length 95th (ft) 2 0 0 0 0 0 2 Control Delay (s) 9,8 0.0 0.0 0.0 0.0 0.0 9.2 Lane LOS A A Approach Delay (s) 0'2 0.0 9.2 Approach LOS A A tt M 22 1001 6 0 17 Free Stop 0% 0% 0.92 0.92 0.92 0.92 0.92 0 1088 7. 0 18 0 0.0 0.0 0 0 0.2 37.9% 15 ICU Level of Service 1278 0 6.8 6.9 3.5 3.3 100 98 126 884 3/6/2009 A Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pike Ryco Ln. :ems Movement; Lane Configurations tr.) Volume (veh /h) 855 10 2 Sign Control Free Grade' 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 929 11 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1175 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) Duection L h'eli lo Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summa c3 Average Delay Intersection Capacity.Utilization Analysis Period (min) 2014 Build -out Conditions Saturday Peak Hour Stowe Engineering, PLC 0.82 940 1483 470 940 1159 470 4.1 6.8 6.9 2.2 100 737 0.0 37.7% 15 tt 1001 1 0 Free Stop 0% 0% 0.92 0.92 0.92 1088 1 0 3.5 3.3 99 100 158 545 620 321 2 544 544 1 0 0 2 0 0 1 0 11 0 0 0 0 1700 1700 737 1700 1700 158 0.36 0.'19 0.00 0.32 0.32 0:01 0 0 0 0 0 1 0,0 0.0 9.9 0.0 0.0 28.0 A D 0.0 0.0 28.0 D ICU Level of Service 3/4/2009 A Synchro 7 Light: Report Page 3 i HCM Unsignalized Intersection Capacity Analysis 14: Millwood Pike Entrance Movement w ,a EBL f DEBT„ $WBf 4WBR a Fift3 S-B Lane Configurations Volume (veh/h) Sign Control Grader' -2% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 953;? 1059 63 0 71 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 0.79 vC, conflicting volume 1059 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 556 tC, single (s) 4.1 tC, 2 stage (s) tF (s) ,2:2 p0 queue free 100 cM capacity (veh /h) 814 Direction lLane #AL CEEB Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection` Summary Average Delay Intersection Capacity. Utitiiation Analysis Period (min) 2014 Build -out Conditions Saturday Peak Hour Stowe Engineering, PLC tt t 877 974 58 0 65 Free Free Yield None Norte 404 477 477 529 0 0 0 o o 0 1700 1700 1700 0:28 0.28 0'31 q 4k �J Mu 0.3 37.6% 15 0.79 0.79 1535 529 1156 0 6.8 6.9 3.5 3.3 100 92 153 866 8127. 4 10B1'31.15 1' 529 63 71 0 0 0 0 63 71 1700 1700 866 0.31. 0.04 0:08 0 0 0 0 0 7 0.0 0.0. 0.0 ;0.0 0.0 9.5 A 0.0 0.0 9.5 A ICU Level of Service 3/6/2009 Synchro 7 Light: Report Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 9 La eOro paf 4nEBlltiE LB �EB71;EBRaVVBL k ,WB TWBR:,NBLNBT U v_IJS SB- BT, Lane Configurations tt r 's }t, 4 r Voluble (vph) 15 118 708 21 72 877 19 28 37 72 14 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1 900 1900 1900 1900 Grade -2% 2% -5% 0% Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected" Satd. Row (prot) Fit Permitted Satd. Flow (perm) Right Turn'on Red Satd. Flow (RTOR) Link Speed (mph)' Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles Adj. Flow (vph) Shared Lane Traffic °1d) Lane Group Flow (vph) 0 144 770 23 78 974 0 0 70 78 0 150 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 0.99 1.01 1:01 1.01 0.97 0.97 0.97 1.00 1.00 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 20 6 20 6 20 20 6 Detector Type CI +Ex CI +Ex CI +Ex Cl +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2! Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Prot Split Perm Split Protected Phases 5 5 2 1 6 8 8 4 4 2014 Build -out Conditions Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 2 1 4\ T 3/6/2009 b 200 300 300 0 550 0 0 1 1 1 0 0 1 0 25 25 25 25 25 25 25 0.95 1.00 0.95 1,00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.850 0.997 0.850 0.921 0.950 0.950 0:979 0.995 0 1819 3540 1615 1769 3462 0 0 1898 1639 0 1741 0.950 0.950 0.979 0.995 0 1819 3540 1615 1769 3462 0 0 1898 1639 0 1741 Yes Yes Yes 23 2 78 59 30 30 35 30 404 1673 1605 189 9.2 38.0 31.3 4.3 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2% 0% 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% 16 128 770 23 78 953 21 30 40 78 15 47 a Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 4/ Ear p, tik:::litaiRrit Jar RIESSilinisagrayaraillertarga, Lang!) Configurations VOlOrnel(VOh)Hi. I. 81 O Ideal Flow (vphpl) 1900 Grade Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1:00 Frt Flt-Proteated II Satd. Flow (prot) 0 Fit'Permitted Satd. Flow (perm) 0 Right on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel -Time (s) Peak Hour Factor 0.92 Heavy Vehicles Adj. Flow (vph) 0% 88 Shared. Lane Traffic 0-- Lane Group Flow (vph) 0 Enter Blocked Intersection No 4.- Lane Alignment Right Median VVidth(ft) Link Offset(ft) Crosswalk Width(ft) O Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 TYPi Detector 1 Channel Detector 1 Extend Detector 1 Queue (s) Detector 1 Delay'(s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 1 I 1,_ 2014 Build-out Conditions Saturday Peak Hour Stowe Engineering, PLC Synchro 7 Light: Report Page 3 3/6/2009 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 02 g f Inter "section =Summarraffic^ r Area Type:! Other Cycle Length: 100 Actuated!Cycle Length: 100 Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated Coordinated Maximum vlc Ratio: 063 Intersection Signal Delay: 27.3 Intersection Capacity Utilization 61.9% Analysis Period (min) 15 Splits and Phases: 3: Millwood Pike Custer Dr 2014 Build -out Conditions Saturday Peak Hour Stowe Engineering, PLC 4- 4- 4\ t f* 3/6/2009 1 Igo aeups EBU EBL EBT 4 }zEBR V Permitted Phases 2 Detector Phase 5 5 2 2 1 6 Switch Phase Minimum Initial (s) 8.0 8.0 20.0 20.0 8.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s)" 15.0 1510 26.0 26.0 15.0 26.0 15.0 15.0 15.0 14.0 14.0 Total Split (s) 20.0 20.0 40.0 40.0 20.0 40.0 0.0 20.0 20.0 20.0 20.0 20.0 Total Split 2010% 20.0 40:0% 40.0% 20 0% 40:0% 0:0% 20:0% 20.0% 20.0% 2010% 20.0% Maximum Green (s) 14.0 14.0 34.0 34.0 14.0 34.0 14.0 14.0 14.0 14.0 14.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost TimeiAdjust (s) 0.0 0:0 0.0 0.0 0:0 0:0 0.0 0.0 0.0 0.0 0:0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lead Lead Lead Lag Lag Lead -Lag Optimize? Vehicle Extension.(s): 3:0 3.0' 3:0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C -Max C -Max None C -Max None None None None None Act Effct Green (s) 12.6 48:4 48.4 12:8 45.8 9.5 9.5 10.8 Actuated g/C Ratio 0.13 0.48 0.48 0.13 0.46 0.10 0.10 0.11 v/c Ratio:' 0.63 0.45 0:03 0.34 061 0.39 0.34 0.62 Control Delay 53.2 21.6 8.3 43.6 25.2 48.3 14.0 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 21.6 8.3 43.6 25.2 48.3 14.0 36.9 LOS D C A 'D C D B D Approach Delay 26.1 26.5 30.3 36.9 Approach LOS C C C D Intersection LOS: C ICU Level of Service B 8 8 8 8 4 4 Synchro 7 Light: Report Page 4 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr Lane ^,Groupft Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow, Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag; Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act EffctGreeh:(s) Actuated g/C Ratio v /cRatio:' Control Delay Queue Delay Total Delay Approach Delay Approach LOS InterseciiongSummary° wa, 4, 0.0 0.0% 0.0 4.0 3/6/2009 2014 Build -out Conditions Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 5 Lanes, Volumes, Timings 4: Entrance Custer Dr Lar esbro p a Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Util. Factor Frt Flt Protected 0.955 Satd. Flow (prot) 0 0 0 1814 0 1644 Fit Permitted 0.955 Satd. Flow (perm) 0 0 0 1814 0 1644 Link Speed (mph) 30 30 30 Link Distance (ft) 262 392 189 Travel Time (s) 6.0 8.9 4.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy. Vehicles 0% 0 0% 0% 0% 0% Adj. Flow (vph) 0 0 151 9 0 182 Shared Lane'Traffd( Lane Group Flow (vph) 0 0 0 160 0 182 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00, 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Free lntersectieftii m`ary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.7% Analysis Period (min) 15 4 o 0 139 8 0 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 4 3/4/2009 167 1900 1.00 0.865 ICU Level of Service A 2014 Build -out Conditions Saturday Peak Hour Synchro 7 Light. Report Stowe Engineering, PLC Page 6 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr t A ,-r„m -p :a 2 i ce" `P1 m� y I Lane 5 „�T f s �,EBLt =�EBT��EBR1 WBL a WBT��WBR; ;NBL��NBTti' NBR� SBL�,�,SBT Lane Configurations tt r 1 4t, 4 p Volume'(vph) 7 22 129- 650 20= 70 1020 9 110 78 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade =2 2% -5% Storage Length (ft) 200 300 300 0 550 0 0 Storage Lanes 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1:00 0.95. 1.00 1.00 0.95 0:95 1.00 1.00 1.00 1.00 1:00 Frt 0.850 0.999 0.850 Fit Protected' 0.950-x= 0 950 0:972 0.994 Satd. Flow (prot) 0 1818 3540 1615 1769 3467 0 0 1882 1639 0 1889 Fit Permitted 0.950 0:950._ 0.972 0.994 Satd. Flow (perm) 0 1818 3540 1615 1769 3467 0 0 1882 1639 0 1889 Right Tubt on Red Satd. Flow (RTOR) Yes 22 1 Yes Yes Link Speed (mph) 30 30 35 30 Link Distance (ft) 404 1673 1605 189 Travel Tune (s) 9 2" 38.0: 31.3 4.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 0% 3 1% 1% 3% 0% 1% 0% 1% 0% 0% Adj. Flow (vph) 24 140 707 22 76 1109 10 120 85 67 8 58 Shared Lane Traffic Lane Group Flow (vph) 0 164 707 22 76 1119 0 0 205 67 0 66 Enter Blocked Intersection No, No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk'Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01 1.01 0.97 0.97 0.97 1.00 1.00 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0:0 0.0 0.0 0.0 0:0 0.0 0.0 0.0 0:0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Prot Split Perm Split Protected Phases 5 5 2 1 6 8 8 4 4 g t I 1- 4- 4\ 3/6/2009 b 4 7 53 1900 1900 0% 2014 Build -out w/ Improvements PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 LL ne Gr o up Laner4onfigurations Volume (vph) Ideal Flow (vphpl) Grade Storage Length (ft) Storage Lanes 1' Taper Length (ft) 25 Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 RightTurn onRed Yes Satd. Flow (RTOR) 95 Link Speed (mph) Link Distance (ft) Travel Time (s). Peak Hour Factor 0.92 Heavy Vehicles 0 Adt. Flow (vph) 95 Shared Lane Traffic Lane Group Flaw (vph) 95 Enter Blocked Intersection No. 4_ Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Two way Left Turn Lane Headway Factor 100' Turning Speed (mph) 9 Number of Detectors 1 Detector Template Right Leading Detector (ft) 20 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type CI +Ex Detector 1 Channel Detector 1 Extend'(s) 0.0 Detector 1 Queue (s) 0.0 Detector 1.Delay (s) 0.0 Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Protected Phases Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 4/ 87 1900 3/6/2009 2014 Build -out w/ Improvements PM Peak Hour Synchrc 7 Light: Report Stowe Engineering, PLC Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr i Lane Group, „;x���,E Permitted Phases Detector Phase Switch Phase Total Split (s) 2014 Build -out w/ Improvements PM Peak Hour Stowe Engineering, PLC Splits and Phases: 3: Millwood Pike Custer Dr F 4- Intersection LOS: C ICU Level of Service D 3/612009 t BT 4 Minimum Initial (s) 8.0 8.0 20.0 20.0 8.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 15.0 15.0 26.0 26.0 15:0 26,0 15.0 15.0 15:0 15.0 15.0 20.0 20.0 39.0 39.0 15.0 34,0 0.0 20.0 20.0 20.0 15.0 15.0 Total Split 22:5% 225% 43.8% 43:8 16:9% 38:2 0:0% 22.5% 22.5% 22.5% 16:9% 16.9% Maximum Green (s) 14.0 14.0 33.0 33.0 9.0 28.0 14.0 14.0 14.0 9.0 9.0 Yellow Time (s)' 4:0 4.0 4.0 4.0 4:0 4,0 4.0 4.0 4.0 4:0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost TimeAdjust(s) 0.0 0:0` 0.0 00 0:0 0.0 0.0 0.0 0:0 00 0:0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead? Lag '`.Lag Lead Lag, Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3:0 3.0 3.0 3.0 3.0 3:0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C -Max C -Max None C -Max None None None None None Act Effdt Green (s) 12.1'- 40.5 40.5 8.6 34.1 13.0 13.0 8.5 Actuated g/C Ratio 0.14 0.46 0.46 0.10 0.38 0.15 0.15 0.10 v/c Ratio 0.66 .0.44 0.03 0.44 0.84 0.74 0.23 0.37 Control Delay 49.4 20.4 7.8 46.5 35.1 53.5 10.9 43.8 Queue Delay 0,0' 00 0.0 0.0 0:0 0.0 0,0 0:0 Total Delay 49.4 20.4 7.8 46.5 35.1 53.5 10.9 43.8 LOS' D C A D D D B D Approach Delay 25.4 35.8 43.0 26.0 Approach `LOS dd C D D C x ea ttiii r zrM� h rt "^Y �d t s Td w2 ss� to s i '"t�.s.'w.aE"Sw� m�`4? 'jai'7,i 't,gN' C1 InterSBCtI0l1SUmmary¢yp ,s ��..L� „%„'su,aw ?;�6_.uF .o,,,: e.pxre� *.a °�,�4n ,:nos:. €,er ;i Area Typ Other Cycle Length: 89 Actuated Cycle Length: i89, Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated- Coordinated Maximum v/c Ratio' 0 84 Intersection Signal Delay: 32.3 Intersection Capacity Utilization 73.7% Analysis Period (min) 15 Synchro 7 Light: Report Page 3 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr fi atom-gat 4, Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 8.0 Minimum Split(s) 15.0 Total Split (s) 15.0 Total Split 16.9 Maximum Green (s) 9.0 Yellow Time (s) 40 All -Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 6.0 Lead /Lag:;_ Lead Lag Optimize? Vehicle °Extension (s) 3:0 Recall Mode None Act Effct Green (s) 8:5 Actuated g/C Ratio 0.10 v/c Ratio 0:40 Control Delay 13.7 Queue Delay 0.0 Total Delay 13.7 ip LOS B Approach Delay Approach LOS 4 ,:u «••tea �a 1f y w `fik 10(arSECf19RzSlimmar 3/6/2009 2014 Build -out w/ Improvements PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 4 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr LI a Grou Lane Configurations Volume (vph) Ideal Flow (vphpl) Grade Storage Length (ft) Storage Lanes. Taper Length (ft) Lane UM. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn`on Red Satd. Flow (RTOR) Link,Speed (mph).'' Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles Adj. Flow (vph) Shared Lane Traffic Lane Group Flow (vph) 0 Enter Blocked Intersection No i Lane Alignment R NA Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane HeadwayiFactor 0.99 0.99 Turning Speed (mph) 9 15 Number of Detectors 1 1 Detector Template Left Left Leading Detector (ft) 20 20 Trailing Detector (ft) 0 0 Detector 1 Position(ft) 0 0'- Detector 1 Size(ft) 20 20 Detector 1 Type, CI +Ex CI +Ex" Detector 1 Channel Detector 1 Extend (s) 0,0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2;Channel Detector 2 Extend (s) Turn Typef Prot Prot Protected Phases 5 5 15 1900 0.95 BD, TEB;fi A 44 118 708. 1900 1900 -2% 200 25 1.00 0.95D 0 1819 0:950 0 1819 -30; 404 9:2 0.92 0.92 0.92 0.92 2% 0% 3,% ":';:1 16 128 770 23 r t ft+ 21 72 877 19 28 1900 1900 1900 1900 2% NBA; t 1900 3/6/2009 ti j�SBLru�r"SBT 4 37 72 14 43 1900 1900 1900 1900 -5% 0 300 300 0 550 0 0 1 1 0 0. 1 0 25 25 25 25 25 25 0.95 1:00 1.00 0:95 0.95 1.00 1.00 1.00 1.00 1.00 0.850 0.997 0.850 0,950 0.979 0.988 3540 1615 1769 3462 0 0 1898 1639 0 1877 0.950 0:979 0.988 3540 1615 1769 3462 0 0 1898 1639 0 1877 Yes Yes Yes 23 2 78 30 35 30 1673 1605 189 38.0 31.3 4.3 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 1% 3% 0 1% 0 1%. 0% 0% 78 953 21 30 40 78 15 47 144 770 23 78 974 0 0 70 78 0 62 No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left 12 12 0 0 0 0 0 0 16 16 16 16 0.99 0.99 1.01 1.01 1.01 0.97 0.97 0.97 1.00 1.00 9 15 9 15 9 15 2 1 1 2 1 2 1 1 2 Thru Right Left Thru Left Thru Right Left Thru 100 20 20 100 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 0 0: 0! 0 0 0 0 0 6 20 20 6 20 6 20 20 6 CI +Ez CI +Ez CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ez CI +Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 94 94 94 94 6' 6 6 6 CI +Ex CI +Ex Cl+Ex CI +Ex 0.0 0.0 0.0 0.0 Perm Prot Split Perm Split 2 1 6 8 8 4 4 2014 Build -out w/ Improvements Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr Lane,Group 4/ 3/6/2009 Lanatonfigurations Volume Ideal Flow (vphpl) Grade Storage Length (ft) Storage, Lanes Taper Length (ft) 25 Lane UtiI Factor' 1:00 Frt 0.850 Flt P'rotected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turnion Red Yes Satd. Flow (RTOR) 88 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.92 Heavy Vehicles 0% Adj. Flow (vph) 88 Shared Lane Traffic Lane Group Flow (vph) 88 Enter Blocked Intersection No Lane Alignment Right Median;Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway.Fabtor 1 :00 Turning Speed (mph) 9 Number of Detectors 1 Detector Template Right Lead Detector (ft) 20 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type CI +Ez Detector 1 Channel Detector 1 Extend (s) 0:0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) Detector. 2 Size(ft)` Detector 2 Type Detector 2Channel.. Detector 2 Extend (s) Turn Type'' Perm Protected Phases 2014 Build -out w/ Improvements Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr mf Lane;Geoup E Permitted Phases Detector Phase SwitchPhase.,;' Minimum Initial (s) Minimum Split (s) Total Split (s) Total SON 8.0 15.0 20.0 20.0 Maximum Green (s) 14.0 Yellow Tillie (s) 4:0 All -Red Time (s) 2.0 Lost Time'Adlust (s) 00 6.0 Lead. Splits and Phases: 3: Millwood Pike Custer Dr Other 2014 Build -out wl Improvements Saturday Peak Hour Stowe Engineering, PLC 4- 8.0 20.0 20.0 8.0 20.0 15.0 26.0 26.0 15.0 26.0 20.0 40.0 40.0 20.0 40.0 20.0%: 40.0% 40.0 20.0 40.0% 14.0 34.0 34.0 14.0 34.0 4.0 4.0 4,0 4:0 4.0 2.0 2.0 2.0 2.0 2.0 0.0: 0.0 0.0 0.0' 0.0 6.0 6.0 6.0 6.0 6.0 Lead Lead Lead Lag Lag Area Type: Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle 70 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 25.0 Intersection Capacity Utilization 65.5% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C 3/6/2009 8 8 8 4 8.0 8.0 8.0 8.0 8.0 15.0 15.0 15.0 14.0 14.0 0.0 20.0 20.0 20.0 20.0 20.0 0.0 20.0 .20.0% 20.0% 20.0% 20.0% 14.0 14.0 14.0 14.0 14.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 6.0 6.0 6.0 6.0 6.0 Total Lost Time (s) Lead /Lag Lead-Lag Optimize? Vehicle Extension (s) 3:0. 3.0 3.0 3.0 3:0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C -Max C -Max None C -Max None None None None None Act Effct Green (s) 13.1, 54.0 54:0. 12:8 49,7 9.5 9,5 9.3 Actuated g/C Ratio 0.13 0.54 0.54 0.13 0.50 0.10 0.10 0.09 v/c Ratio 0.61 0.40, 0.03 0.34 0.57 0.39 0.34 0 36 Control Delay 51.2 19.6 7.7 43.6 23.1 48.3 14.0 47.9 Queue Delay 0:0 0.0 0.0 0.0 0.0 0.0 O.D 0.0 Total Delay 51.2 19.6 7.7 43.6 23.1 48.3 14.0 47.9 41- Los D B A D C D B D Approach Delay 24.2 24.6 30.3 28.2 Ili- Approach LOS C C C C to rs I rp rr IntersecttonSummay NBR t`BL SBT Synchro 7 Light: Report Page 3 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr LaneGou R 1 Pw�v. Permitted Phases Detector Phase Switch Phase,` Minimum Initial (s) Minimum Split (s) Total Split (s) Total Spilt %o) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time! Adjust (s)� Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct<Green.(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS" Approach Delay Approach LOS lntersectio tfSummary r 3/6/2009 4 8.0 14.0 20.0 20 14.0 4.0 2.0 00' 6.0 None 9.3 0,09 o.38 14.3 0.0 14.3 B 2014 Build -out w/ Improvements Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 4 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr f Lran :bra p, affic, ,yEQU EBL, ;TEBT, EBR° WBL V �gWBT WBR E,NBL NBS'` IJBR SBL .1861 Lane Configurations A tt 1" Volume (yph) 22 144 796 146 Ideal Flow (vphpl) 1900 1900 1900 1900 Grade -2% Storage Length (ft) 400 300 400 0 350 400 0 Storage Lanes 1 1 1 0 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.999 0.850 Flt Protected 0.950 0.950 0.950 0.975 0.994 Satd Flow (prot) 0 1818 3540 1615 1769 3467 0 1740 1795 1639 0 1889 Flt Permitted 0.950 0:950 0.950 0.975 0.994 Satd Flow (perm) 0 1818 3540 1615 1769 3467 0 1740 1795 1639 0 1889 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 159 1 139 Link Speed (mph) 30 30 35 30 Link Distance (ft) 404 1673 1605 189 Travel Time (s) 9.2 38:0, 31.3 4.3 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%0) 2% 0% 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% Adj. Flow(vph) 24 157 865 159 103 1255 11 286 95 139 8 64 Shared Lane Traffic 34% Lane Group Flow (vph) 0 181 865 159 103 1266 0 189 192 139 0 72 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median'Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01 1.01 0.97 0.97 0.97 1.00 1.00 'Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft), 20 20', 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1- Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Prot Split custom Split Protected Phases 5 5 2 1 6 8 8 4 4 95 1900 'fit+ 1155 1900 2% 10 .263 1900 1900 t 3/6/2009 87 128 7 59 1900 1900 1900 1900 -5% 0% 2020 Design Year Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 4, Lanerronfigurations Volume (vph) Ideal Flow (vphpl) Grade Storage Length (ft) 0 Storage Lanes, 1 Taper Length (ft) 25 Lane Util.'Factor 1.00 Frt 0.850 Flt Protected II Satd. Flow (prot) 1615 Flt Perri Satd. Flow (perm) 1615 Right Turn, on Red Yes Satd. Flow (RTOR) 105 Link Speed l(mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.92 Heavy Vehicles 0 Adj. Flow (vph) 105 Shared Lane Traffic Lane Group Flow (vph) 105 Enter Blocked Intersection No Lane Alignment Right Median.Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway. Factor 1.00 Turning Speed (mph) 9 Number of Detectors 1 Detector Template Right Leading Detector (ft) 20 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Protected Phases 7' 97 1900 3/6/2009 2020 Design Year Conditions PM Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 3/6/2009 Inter'sectionSummary L na e G oup Permitted` Phases' Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Area Type: Cycle Length 99 Actuated: Cycle, Length: 99 Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90' Control Type: Actuated Coordinated Maximum vlc Ratio: 0.98 Intersection Signal Delay: 40.2 Intersection Capacity Utilization 77.7% Analysis Period (min) 15 Splits and Phases: 3: Millwood Pike Custer Dr Other 2020 Design Year Conditions PM Peak Hour Stowe Engineering, PLC t EBR WBL WBT, '_fWBR NBL NBT g„ NBTaBaal SBT 4 2 2 5 2 2 1 6 8 8 2 4 4 8.0 8.0 20.0 20.0 8.0 20.0 8.0 8.0 20.0 8.0 8.0 15.0 1510 26.0 26.0 15.0 26.0 20.0 20.0 26.0 14.0 14.0 25.0 25.0 40.0 40.0 20.0 35.0 0.0 25.0 25.0 40.0 14.0 14.0 25.3% 25.3% 40:4 40.4% 20:2% 35.4% 0.0% 25.3% 25.3% 40.4% 14.1% 14.1% 19.0 19.0 34.0 34.0 14.0 29.0 19.0 19.0 34.0 8.0 8.0 4.0 4.0 4.0 4.0 4:0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 Lead Lead Lead Lead Lag Lag Lead Yes Yes Yes Yes Yes Yes Yes 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 None None C -Max C -Max None C -Max None None C -Max None None 14.7 41.6 41.6 12.8 36.9 15.4 15.4 41.6 8.0 0.15 0.42 0.42 0.13 0.37 0.16 0.16 0.42 0.08 0.67. 0.58 0 :21 0.45 0.98 0.70 0:69 0.18 0.47 51.6 26.2 4.5 46.0 53.6 53.3 52.2 4.6 54.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 51.6 26.2 4.5 46.0 53.6 53.3 52.2 4.6 54.2, D' C A DD D D A D 27.1 53.0 39.9 31.5 C D D C Intersection LOS: D ICU Level of Service D Synchro 7 Light: Report Page 3 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 4, Lane,Group P`y SE Permittted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum_Splitf (s) Total Split (s) Total Split %o) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust, (s) Total Lost Time (s) Lead /Lag. Lead Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 8.0 Actuated g/C Ratio 0.08 v/c Ratio: 0.46 Control Delay 15.9 Queue Delay 0.0 Total Delay 15.9 LOS'. B Approach Delay i_ Approach LOS IntersectiomSummary 8.0 14.0 14.0 14.1.% 8.0 4.0 2.0 0.0 6.0 3/6/2009 2020 Design Year Conditions PM Peak Hour Synchro 7 Light: Report as Stowe Engineering, PLC Page 4 Lanes, Volumes, Timings 4: Entrance Custer Dr LaiietGroup E Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane'Util. Factor Frt Fit Protected, Satd. Flow (prat) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 0 Turning Speed (mph) Sign Control Intersectionn` earl r" 1= y .4 zE Stowe Engineering, PLC Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.5% Analysis Period (min) 15 r 4 J 3/4/2009 0 0 164 12 0 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 r 277 1900 1.00 0.865 0.955 0 0 0 1779 0 1611 0,955 0 0 0 1779 0 1611 30 30 30 262 392 189 6.0 8.9 4.3 0.92 0.92 0.92 0.92 0.92 0.92 0 0 178 13 0 301 0 '0 0 191 0 301 No No No No No No Left Right Left Left Left Right 0 0 0 0 0 0 16 16 16 1.00 1.00 1.00 1.00 1.00 1.00 9 15 15 9 Free Free ICU Level of Service A 2020 Design Year Conditions PM Peak Hour Synchro 7 Light: Report Page 6 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pike Purdue Dr. Lane Configurations Volume (veh/h) Sign Control Volume Left Volume Right cSH Volumeto Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS intersection_Summary4Is Average Delay Intersection Capacity.Utilization Analysis Period (min) J Mo"Vement 's y„ EBL EBTMWBU WBT ttogR, SBI-, s �+SBR C Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 42 1063 0 1601 7 0 12 Pedestrians Lane:Width (ft)' Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstrearnsignal (ft). 980 pX, platoon unblocked 0.67 0.00 0.67 0.67 vC, conflicting volume 1608 0 2221 804 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 935 0 1844 0 tC, single (s) 4.1 0.0 6.8 .6.9 tC, 2 stage (s) tF(s):: 2.2 0.0 3.5 3.3 p0 queue free 92 0 100 98 cM capacity (veh /h) 499 0 42 735 do- Direction?han`e''# Volume Total 2020 Design Year Conditions PM Peak Hour Stowe Engineering, PLC tt A tt 1 r' 39 978 32 1473 6 0 11 Free Free Stop B2x'45EB 1`+ .:W13 121C..W3T3WOBAS 42 532 532 1067 540 0 12 42 0 0 0 0 0 0 0 0 0 0 7 0 12 499 1700 1700 1700 1700 1700 735 0.08 0.31 0.31. 0.63 0.32 0.00 0.02 7 0 0 0 0 0 1 12.9 0.0 0.0 0.0 0.0 0.0 10.0 B A 0.5 0.0 10.0 A MOM MEW 0.2 50.9% ICU Level of Service 15 A 3/6/2009 Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pike Ryco Ln. s;e Movemegt t Lane Configurations Intersection Sumrnaryc t1p Volume (veh /h) 978 11 2 1473 5 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 flowrate.(vph) 1063 12 2 1601 5 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1175 pX, platoon unblocked vC;'conflicting volume 1075 1874 538 vC1 stage 1 conf vol v02, stage 2 conf vol vCu, unblocked vol 1075 1427 538 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 p0 queue free 100 cM capacity (veh /h) 656 Dweahltgh-aliii t;EH 1 7E62 a"WB 1, M;,WB'2 v, Volume Total Volume Left at Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) 0.0 Approach LOS Average Delay Intersection Capacity Utilization Analysis Period (min) 709- 366 0 0 0 12 1700 1700 0.42 0.22 0 0 0.0 2020 Design Year Conditions PM Peak Hour Stowe Engineering, PLC O 4— 4 EBf2' WBLL jWBT Naas, 0.1 50.7% 15 tt 0.72 2 801 801 2 0 0 0 0 0 3.5 3:3 94 100 92 493 7 5 1 656 1700 1700 106 0.00 0.47 0.47 0.06 0 0 0 5 0.0 10.5 0.0 0.0 41.2 B E 0.0 41.2 E ICU Level of Service A 3/4/2009 Synchro 7 Light: Report Page 3 HCM Unsignalized Intersection Capacity Analysis 14: Millwood Pike Entrance 1 Move "'men Inte„t. e rsection ummarym F Lane Configurations 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 0.65 vC conflicting volume' 1601 vC1, stage 1 conf vol v,C2, stage 2 conf vol vCu, unblocked vol 854 tC, single (s) 4:1 tC, 2 stage (s) tF (s) 4110 p0 queue free cM capacity (veh /h) DiectionLane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) 0.0 Approach LOS Average Delay Intersection Capacity Utilization Analysis Period (min) 2020 Design Year Conditions PM Peak Hour Stowe Engineering, PLC tt tt r r 0" °978` 1473 90 0 100 Free Free Yield -2% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 0 1063 1601 98 0 109 22: 100 509 532 0 0 1700 0.31 0 0.0 None '''None '404 532r 801 "801. 98 0 0 0 0 0 0 0 98 1700 1700 1700 1700 0.31 0.47 0.47 0:06 0 0 0 0 0.0 0.0 0.0 0.0 0.0 4, 0.65 0.65 2133 801' 1669 0 6.8 6.9 3.5: 3.3. 100 85 57 707 109 0 109 707 0.15 14 11.0 B 11.0 B AA? INEMISSE 0.4 53.6% ICU Level of Service 15 A 3/6/2009 Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Millwood Pike Purdue Dr. s Movements T iEBL n BIB" Tit tN1E Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 25 0.0 a w Intersecon,t hon,Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 0 2020 Design Year Conditions Saturday Peak Hour Stowe Engineering, PLC 0.2 47.2% 15 Lane Configurations '9 tt Volume (veh /h) 25 1218 Sign Control Free Grade 0 %a; Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 27 1324 0 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn Flare (veh) Median type None. None Median storage veh) Upstream signal (ft) 980 pX, platoon unblocked 0.72 0.00 0.72 0.72 vC conflicting volume 1463 0 2176 732 vC1, stage 1 conf vol v02, stage 2 conf vol vCu, unblocked vol 865 0 10, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 0.0 3.5 3.3 p0 queue free 95 0 100 98 cM capacity (vehlh) 566 0 46 785 0 D1rect1667.lane #la ter a �s A tt 1340 B 0 18 Free Stop 0% 0% 0.92 0.92 0.92 0.92 1457 7 0 20 1855 0 6.8 6.9 316/2009 27 662 662 971 492 0 20 27 0 0 0 0 0 0 0 0 0 0 7 0 20 566 1700 1700 1700 1700 1700 785 0.05 0.39 0.39 0.57 0.29 0.00 0.02 4 0 0 0 0 0 2 11.7 010 0.0 0.0 0.0 0.0 9.7 B A 0.2 0.0 9.7 A ICU Level of Service A Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 8: Millwood Pike Ryco Ln. Z: r Movements= Lane Configurations Volume (veh /h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (f /s) Percent Blockage ,J 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) IF (s) p0 queue free cM capacity (veh /h) Dire ,-ne chon t Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS :•A t lntersectlon,Summaryi Average Delay Intersection Capacity Utilization Analysis Period (min) Stowe Engineering, PLC "y EBT4 EBRWBL ?WBT.r „NBL NBR ft* 1218 Free 0% 0.92 1324 2020 Design Year Conditions Saturday Peak Hour tt 11 0 1340 Free 0% 0.92 0.92 0.92 12 0' •1457 None None. 1175 0.75 1336 2058 668 1336 1747 668 4.1 6.8 6.9 2.2 100 523 883 453 0 728 728 1 0 0 0 0 0 1 0 12 0 0 0 0 1700 1700 1700 1700 1700 59 0.52 0.27 0.00 0.43 0.43 0.02 0 0 0 0 0 1 0.0 0.0 0.0 0.0 0.0 66.9 F 0.0 0.0 66.9 F 0.0 47.0% 15 Ic e 1 Stop 0.92 0.92 1. 0 3.5 3.3 98 100 59 406 0 ICU Level of Service A 3/4/2009 Synchro 7 Light: Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: Millwood Pike Entrance Moament`a'r,'. Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width,(ft); Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC,,conflicting_volurne 1457 vC1 stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 604 tC, single (s)' tC, 2 stage (s) tF (s) 22 p0 queue free 100 cM capacity (veh /h) 625`. bitega lonineTia0. Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s)' Approach LOS Interseetiop{Summary gs Average Delay Intersection Capacity Utilization Analysis Period (min) 2020 Design Year Conditions Saturday Peak Hour Stowe Engineering, PLC 0.64 4.1 lLEBT.r.WBT' a:,WBR. rSB58' tt tt 0 1218 1340 58 0 65 Free Free Yield -2% 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 0 1324 1457 63 0 71 None None 404 B�1�,W'EB2 662 662 0 0 0 0.3 47.7% 15 0.64 0.64 2118 728: 1631 0 6.8 6.9 3,5 3.3 100 90 59 .698 728 728 63 71 0 0 0 0 0 0 0 63 71 1700 1700 1700 1700 1700 698 0.39 0.39 0.43 0.43 0.04 0.10 0 0 0 0 0 8 0.0 0.0 0.0 0.0 0.0 10.7 B 0.0 0:0 107 B ICU Level of Service A 3/6/2009 Synchro 7 Light: Report Page 1 Lanes, Volumes, Timings 4: Entrance Custer Dr r Lane Configurations Volume (vph) 0 0 155 9 Ideal Flow (vphpl) 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt Flt Protected 0.955 Satd. Flow (prot) 0 0 0 1779 0 1611 Flt Permitted 0.955 Satd. Flow (perm) 0 0 0 1779 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 262 392 189 Travel Time (s) 6.0 8.9 4.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 168 10 0 203 Shared Lane Traffic Lane Group Flow (vph) 0 0 0 178 0 203 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor Turning Speed (mph) 4,— Sign Control IntersectiOWSummargr Lane' p a- ,:fl E67�rL �WBL .�xVP6 Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.9% Analysis Period (min) 15 1.00 1.00 1.00 9 15 r 0 187 1900 1900 1.00 1.00 0.865 1.00 1.00 1.00 15 9 Free Free 3/4/2009 ICU Level of Service A 2020 Design Year Conditions Saturday Peak Hour Synchro 7 Light Report Stowe Engineering, PLC Page 6 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr 3/6/2009 i .s' -0,. t{ 4- 4 4\ t I m aneEG T6 uv. >ti c m• tea LrotJp,_,,,,' �EBIJ�= 4�EBL�"S >;I.:EBR�s�VyBL� :�WB T',L ,WBR=s�NBL�ti�NBT�� ��NBR��" s,S6 Lane Configurations tt r '1 t1 4 f 4 Volume (vph) 17 132 1011 262 112 1192 21 214 42 181 16 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade -2% 2% -5% 0% Storage Length (ft) 400 300 300 0 350 400 0 Storage Lanes 1 .1 1 0 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util Factor 0:95 1:00 0.95 :1.00. ,1.00 0:95 0.95_ 0.95 0.95 1.00 1.00 1:00 Frt 0.850 0.997 0.850 Flt Protected 0,950 0:950 0.950 0.967 0.988 Said. Flow (prot) 0 1819 3540 1615 1769 3461 0 1740 1777 1639 0 1877 Flt Permitted 0.950 0.950 0.950 0.967 0.988 Satd. Flow (perm) 0 1819 3540 1615 1769 3461 0 1740 1777 1639 0 1877 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 285 2 197 Link Speed (mph): 30 30 35 30 Link Distance (ft) 404 1673 1605 189 Travel' Time (s). 9.2 38:0 31.3 4.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 0% 3% 1% 1% 3% 0% 1% 0% 1% 0% 0% Adj. Flow (vph) 18 143 1099 285 122 1296 23 233 46 197 17 52 Shared Lane Traffic 41% Lane Group Flow (vph) 0 161 1099 285 122 1319 0 137 142 197 0 69 Enter Blocked Intersection No No No No No No No No No Na No No i_ Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01 1.01 0.97 0.97 0.97 1.00 1.00 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CH -Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Prot Split Perm Split Protected Phases 5 5 2 1 6 8 8 4 4 l 2020 Design Year Conditions Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 1 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr LaT ne Group a fa SBR Lanee'tonfigurahons Volume (vph) Ideal Flow (vphpl) Grade Storage Length (ft) 0 Storage Lanes 1 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Fit Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 99 Link Speed (mph)' Link Distance (ft) Travel-Time (s) Peak Hour Factor 0.92 Heavy Vehicles 0% Adj. Flow (vph) 99 Shared, Lane Traffic Lane Group Flow (vph) 99 Enter Blocked' Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors 1 Detector Template Right Leading Detector (ft) 20 Trailing Detector (ft) 0 Detector1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Protected Phases 4, 3/6/2009 9 1900 2020 Design Year Conditions Saturday Peak Hour Synchro 7 Light: Report Stowe Engineering, PLC Page 2 Lanes, Volumes, Timings 3: Millwood Pike Custer Dr O Permitted Phases Detector Phase Switch Phan' Minimum Initial (s) Minimum Split (s) Total Split (s) Total,Split Maximum Green (s) Yellow Time (s) All Red Time (s) Lost Time, Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s)' Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay ii_ Approach LOS 8.0 8.0 15.0 15.0 20.0 20.0 22.5% 22.5% 14.0 14.0 4.0 4.0 2.0 2.0 0.0. 0.0 6.0 6.0 Lead Lead r o m .r. I ntesectiori S uummary Area Type: Cycle Length: 89 Actuated Cycle Length: 89 Offset: 0 (0 Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 34.9 Intersection Capacity Utilization 75.6% Analysis Period (min) 15 Other Splits and Phases: 3: Millwood Pike Custe Dr 02 C01 2020 Design Year Conditions Saturday Peak Hour Stowe Engineering, PLC 20.0 26.0 35.0 39.3% 29.0 4.0 2.0 0.0 6.0 Lead 20.0 26.0 35.0 39.3% 29.0 4.0 2.0 0.0 6.0 Lead 8.0 15.0 20.0 22.5% 14.0 4.0 2.0 0.0 6.0 Lag 20.0 26.0 35.0 39.3% 29.0 4.0 2.0 0.0 6.0 Lag 3.0 3:0 3.0 3.0 3.0 3.0 None None C -Max C -Max None C -Max 12.1 34.1 34.1 14.0 36.0 0.14 0.38 0.38 0.16 0.40 0:65' 0.81 0.36 0.44 0.94 48.9 32.7 4.3 39.6 43.2 0.0 0.0 0.0 0.0 0.0 48.9 32.7 4.3 39.6 43.2 D C A D D 29.1 42.9 C D Intersection LOS: C ICU Level of Service D 0.0 0.0% 0.0 4.0 8.0 15.0 20.0 22.5% 14.0 4.0 2.0 0.0 6.0 8.0 15.0 20.0 22.5% 14.0 4.0 2.0 0.0 6.0 8.0 15.0 20.0 22.5% 14.0 4.0 2.0 0.0 6.0 8.0 14.0 14.0 15.7% 8.0 4.0 2.0 0.0 6.0 3/6/2009 8.0 14.0 14.0 15.7% 8.0 4.0 2.0 0.0 6.0 3.0 3.0 3.0 3.0 3.0 None None None None None 11.7 11.7 11.7 8.0 0.13 0.13 0.13 0.09 0.60 0.60 0.51 0.41 47.1 47.2 10.2 46.1 0.0 0.0 0.0 0.0 47.1 47.2 10.2 46.1 D D B D 31.9 27.4 C C Synchro 7 Light: Report Page 3 0 O Lanes, Volumes, Timings 0 3: Millwood Pike Custer Dr 0 e, O La a Gro p,, „ff x ,s#REL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b O Intersection ;Summary =tt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 8.0 Minimum Split (s) 14.0 Total Split (s) 14.0 Total Split 15:7% Maximum Green (s) 8.0 Yellow Time (s) 4.0 All -Red Time (s) 2.0 Lost Time Adjust(s) 0.0 Total Lost Time (s) 6.0 Lead /Lag Lead -Lag Optimize? Vehicl&Extensionl(s) 3:0 Recall Mode None Act Effct Green (s) 8.0 Actuated g/C Ratio 0.09 v /c.Ratio 0.42 Control Delay 14.3 Queue Delay 0.0 Total Delay 14.3 LOS: B Approach Delay Approach LOS 3/6/2009 0- 2020 Design Year Conditions Saturday Peak Hour Synchro 7 Light: Report O Stowe Engineering, PLC Page 4 Appendix D Pre -Scope of Work Meeting Form Contact Information Consultant Name: Tele: E -mail: Stowe Engineering, PLC 540.336.0656 timstowe@astowecompanies.com Developer /Owner Name: Tele: E -mail: DMJ Holdings Project Information Project Name: Winchester Meaddows Locality /County: Frederick Project Location: (Attach regional and site specific location map) Millwood Pk and Custer Dr Submission Type Comp Plan 1 1 Rezoning >1 Site Plan Subd Plat 1 1 Project Description: (Including details on the land use, acreage, phasing, access location, etc. Attach additional sheet if necessary) 20,340 SF commercial development Proposed Use(s): (Check all that apply; attach additional pages as necessary) Residential 1 i Commercial F< Mixed Use Other Residential Uses(s) Number of Units: ITE LU Code(s): Other Use(s) ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 310 60 rooms 853 8 fuel positions Independent Variable(s): Square Ft or Other Variable: Total Peak Hour Trip Projection: Less than 100 1 1 100 499 R 500 999 1,000 or more V DOT PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. 0 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. 0 I P Traffic Impact Analysis Assumptions Study Period Existing Year: 2009 Build -out Year: 2014 Design Year: 2020 Study Area Boundaries (Attach map) North: Custer Dr South: Millwood Pk East: Purdue Dr West: Custer Dr External Factors That Could Affect Project (Planned road improvements, other nearby developments) none Consistency With Comprehensive Plan (Land use, transportation plan) yes Available Traffic Data (Historical, forecasts) VDOT count data Trip Distribution (Attach sketch) Road Name: Millwood 30 %E 55V0W Road Name: Road Name: Custer 15 %N Road Name: At' Annual Vehicle Tri p Growth Rate: 2 Peak Period for Study (check all that apply) AM I PM X SAT Peak Hour of the Generator PM Study Intersections and /or Road Segments (Attach additional sheets as necessary) 1.Millwood and Custer 6. 2.Millwood and Purdue 7. 3.Millwood and site entrance 8. 4.Custer and site entrance 9. 5. 10. is Tri Adjustment Factors p Internal allowance: Reduction: trips Yes X No Pass -by allowance: 1 1 Yes X No Reduction: 40% trips Software Methodology X Synchro HCS (v.2000 1 1 aaSIDRA 1 1 CORSIM Other Traffic Signal Proposed Or Affected (Analysis software to be used, progression speed, cycle length) Millwood and Custer affected It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.