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02-20 Traffic Impact Study
Traffic Impact Study Pippin Industrial Park Rezoning February 17, 2020 Prepared for Gregory, Ralph S. Trustee Gregory’s, Inc. 5368 Main Street Stephens City, VA 22655 Prepared by Stowe Engineering, PLC 103 Heath Court Winchester, VA 22602 2/19/20 Executive Summary This Traffic Impact Study supports the rezoning request for the land owned by Gregory, Ralph S., Trustee. The land is south of Kernstown in Frederick County, VA. The rezoning, if approved, will lead to development that will create 19.88 acres of office/warehouse uses. The subject property is south of the unincorporated area of Kernstown in Frederick County, VA And on the west side of Route 11 just north of the Apple Land complex. Access to the site will be through a new entrance on Route 11. This study found that the light traffic volumes on this section of Route 11 and the small traffic volume generated by the proposed development can be accommodated on the existing roadway network. With the improvements proffered, it is the opinion of this engineer that the transportation impacts of this rezoning and its resulting development are both manageable and acceptable for this project setting. Table of Contents Executive Summary ................................................................................................................................... i Introduction .................................................................................................................................................. 1 Background Information ............................................................................................................................... 1 Development Description ............................................................................................................................. 1 Comprehensive Plan Recommendations ...................................................................................................... 3 Current Zoning .............................................................................................................................................. 4 Study Area Description ................................................................................................................................. 4 Proposed and Existing Uses .......................................................................................................................... 5 2020 Existing Traffic Conditions .................................................................................................................... 6 2030 Background (No‐Build) Traffic Conditions ........................................................................................... 9 Trip Generation and Distribution ................................................................................................................ 13 2030 Build Conditions ................................................................................................................................. 16 Design Year (2036) ...................................................................................................................................... 18 Recommended Roadway Improvements.................................................................................................... 19 Queue Analysis .......................................................................................................................................... 220 Pedestrian and Bicycle Traffic ................................................................................................................... 242 Conclusions ............................................................................................................................................... 253 Appendices Appendix A Pre‐Scope of Work Meeting Form Appendix B Traffic Count Data Appendix C Synchro LOS and Queue Reports Appendix D Cost Estimate Appendix E Generalized Development Plan Introduction Purpose This Traffic Impact Study supports a rezoning request for the land located south of Kernstown in Frederick County, VA, that is owned by Gregory, Ralph S., Trustee. The rezoning, if approved, will lead to development that will create 19.88 acres of office/warehouse uses. Study Objectives The objectives of this study are to identify: 1.Impacts on traffic operations that may result from the project. 2.Future connectivity to pedestrian and bicycle facilities. Background Information Transportation Improvements Assumed to be in Place For this study, Renaissance Drive is assumed to be complete from its current terminus to Shady Elm Road before the build‐out year of this proposed project. Transportation Improvements Planned A review of the VDOT Six Year Improvement Plan shows that VDOT has one planned construction project near this proposed rezoning, the extension of Renaissance Drive, UPC 91847. Schedule information for the project is not provided in the VDOT online database. According to the Frederick County 2019‐2020 Secondary Road Improvement Plan and the 2019‐2020 Primary Road Improvement Plan, one planned roadway improvement projects are near the site. This is: The extension of Renaissance Drive from 0.24 miles west of Route 11 to Shady Elm Road. It is assumed that this improvement will be in place before 2030. Development Description Site Location The subject property is south of the unincorporated area of Kernstown in Frederick County, VA. The site is west of Route 11, south of Springdale Road and north of the Apple Land complex. Figure 1 shows the location of the property and its surrounding land uses. Access to the site will be through a new entrance onto Route 11. 1 Figure 1 Project Location (n.t.s.) Description of the Parcel The subject rezoning area encompasses 19.88 acres with frontage along Route 11. The site terrain is rolling, and the land is currently undeveloped. The property lies within the Frederick County Sewer and Water Service Area. General Terrain Features The site and its surrounding areas have rolling terrain that slopes north toward Opequon Creek. Location within Jurisdiction and Region The subject property is in the Back Creek Magisterial District of Frederick County, VA. Agriculture use 2 Comprehensive Plan Recommendations The 2035 Frederick County Comprehensive Plan – Kernstown Plan, identifies the future land use on the site to be business. Surrounding properties are designated sensitive Natural Areas to the north and east, and business to the south and west. Figure 2 shows the Future Land Use Plan near the rezoning area. Figure 2 Future Land Use map (n.t.s.) Project Location 3 Current Zoning The current zoning on the property is RA (Rural Agriculture), and the property is undeveloped. The current land uses and zoning for the surrounding properties are: Table 1 Surrounding zoning and land use Direction Zoning Use North RA agricultural East RA agricultural South RA family entertainment West RA family entertainment The current zoning map is shown in figure 3. Figure 3 Existing Zoning Map (n.t.s.) Study Area Description Study Area For this Traffic Impact Study, the study extends along Route 11 from Springdale Road on the north to the north corporate limits of Stephens City on the south. There are no additional major intersections within 2000 feet of the site that are not being studied and the only intersection being studied is the proposed site entrance. PROJECT LOCATION 4 Figure 4 Location of Study Intersections Proposed and Existing Uses Existing Use The property is currently undeveloped. Proposed Uses & Access The proposed use for the property is office/warehouse (ITE land uses 110), which will include a mix of warehouse/office facilities. A plan of the proposed development at an engineering scale is included in Appendix E of this report. Access to the property will be through a proposed commercial entrance on Route 11 which will be the only access to the site. PROJECT LOCATION Tube count site 5 Nearby Uses The existing land uses near the proposed site are: • North –agricultural land that is zoned Rural Agricultural. • West – family entertainment that is zoned Rural Agricultural. • South – family entertainment that is zoned Rural Agricultural. • East ‐ Dog training that is zoned Rural Agricultural. Existing Roadways Figure 4 shows the location of the existing roadways near the subject property. The typical section attributes for these roadways is as follows: Table 2 Existing Roadway Attributes Road Name Number of Through Lanes Lane Width (ft.) Shoulders Functional Classification Route 11 ‐ Valley Pike 1 NB and 1 SB thru lanes w/ two‐way left‐ turn lane in the center 12 Gravel shoulders with variable width in some sections Major Arterial Future Transportation Improvements The subject property is in the Virginia Department of Transportation’s Staunton District, and Edinburg Residency area of responsibility. A review of the VDOT Six‐Year Improvement Plan shows that VDOT has one planned construction project near this proposed rezoning, the extension of Renaissance Drive, UPC 91847. Schedule information for the project is not provided in the VDOT online database. According to the Frederick County 2019‐2020 Secondary Road Improvement Plan and the 2019‐2020 Primary Road Improvement Plan, one planned roadway improvement projects are near the site. This is: The extension of Renaissance Drive from 0.24 miles west of Route 11 to Shady Elm Road. It is assumed that this improvement will not be in place before the build‐out year of 2030. 2020 Existing Traffic Conditions Data Collection To analyze the existing traffic conditions, 24‐hour tube counts were performed on Route 11 adjacent to the site in January 2020. Count data were collected independently for the northbound and southbound directions. Data from Tuesday and Wednesday are used in this analysis and reporting. This data are summarized in table 3 below and the count reports are in Appendix B of this report. 6 Table 3 Summary of Tube Count Data for Route 11 Direction AADT % Trucks AM Peak Vol PM Peak Vol NB 3410 8.8% 353 292 SB 3939 11.6% 262 405 For this report, a ‘K factor’ of 0.095 was computed based on the PM peak hour volumes from the tube counts. Analysis The capacity of Route 11 during the AM and PM peak hour volumes was analyzed using the HCM2000 2 Lane Highway software. The existing AM and PM peak hour traffic volumes and levels of service are shown in figure 5. Route 11 is a major north‐south corridor that parallels I‐81 through Frederick County. In the study area, a golf course, driving range, put‐put golf, batting cages, and go‐cart track exist adjacent to the project location. The TWTL provides a safe area for left‐turning vehicles entering this business location. 7 Figure 5 Pippin Industrial Park Existing (2020) Peak Hour Traffic Volumes and Levels of Service Frederick County, VASITE 1 ROUTE 11 ‐ VALLEY PIKE ROUTE 11 ‐ VALLEY PIKE 353/292 262/405 C/C C/C AM PEAK HOUR PM PEAK HOUR 000 / 000 8 2030 Background (No‐Build) Traffic Conditions Background traffic conditions are those expected to occur without the proposed rezoning. These traffic conditions are established by increasing the existing 2020 traffic volume by 0.5% per year to the build‐ out year of 2030. The growth factor of 0.5% was determined by VDOT Staunton District Planning staff and is based on the historical and anticipated growth in traffic volumes in the project area. Traffic volumes from the nearby Carbaugh development were also added to the background traffic volumes since the development is planned to be completed by 2030. The 2030 highway capacity was analyzed using HCS 2000 software. The AM and PM peak hour traffic volumes, level of service, and the lane geometry are shown in Figure 6. Analysis The traffic modeling shows that traffic continues to operate smoothly with acceptable levels of service under the no‐build conditions. 9 Figure 6 Pippin Industrial Park Background (2030) Peak Hour Traffic Volumes and Levels of Service Frederick County, VASITE 1 ROUTE 11 ‐ VALLEY PIKE ROUTE 11 ‐ VALLEY PIKE 402/320 285/460 C/C C/C AM PEAK HOUR PM PEAK HOUR 000 / 000 10 Trip Generation and Distribution Trip Generation The ITE Method of trip generation for the project uses was developed using Trip Gen 10 software based on the 10th edition of the ITE Trip Generation Manual. The peak traffic volumes on the adjacent streets for the AM and PM periods were used for forecasting the new traffic. Land use and trips generated using the ITE rates are summarized in the table on the following page. Ten percent of the new traffic associated with the development is assumed to be heavy trucks based on information presented in the ITE Trip Generation Handbook data for industrial parks. There were no pass‐by trip reductions applied to the forecasted traffic volumes. Trip Distribution Trips generated by the development were distributed on the roadway network based on proximity to logical transportation corridors and commuter patterns. The trip distribution percentages are shown in figure 1, and the assignment of the new peak hour trips are shown in figure 7. 11 Trip Generation SummaryOpen Date:Analysis Date:2/19/20202/19/2020Project: Pippin Ind. ParkAlternative: Alternative 1Phase:ITE Land UseEnter Exit Enter ExitEnter ExitTotalTotal Total***Weekday Average Daily TripsWeekday AM Peak Hour ofAdjacent Street TrafficWeekday PM Peak Hour ofAdjacent Street Traffic110 Five buildings, 150,000 SF total150 1000 Sq. Ft. GFA313 313 626 53 7 60 6 43 49Unadjusted Volume313 313 62653 7 606 43 49Internal Capture Trips0 0 00 0 00 0 0000 000 000313 313 62653 7 606 43 49Pass-By TripsVolume Added to Adjacent StreetsTotal Weekday Average Daily Trips Internal Capture = 0 PercentTotal Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 PercentTotal Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 PercentP. 1TRIP GENERATION 10, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 10th Edition- Custom rate used for selected time period.*12 Figure 7 Pippin Industrial Park Development Peak Hour Traffic Volumes Frederick County, VASITE ENTRANCE ROUTE 11 ‐ VALLEY PIKE SITE 1 19/2 34/4 5/28 2/15 AM PEAK HOUR PM PEAK HOUR 000 / 000 13 2030 Build Conditions The 2030 build‐out conditions combine the background traffic for the year 2030, and the new traffic that is forecasted to result from the development of this property. This is commonly referred to as the “Build Condition,” which is forecasted to occur in the year 2030. The Build Condition takes into account the completion of Pippin Drive and the associated improvements on Route 11. Analysis The 2030 Build Condition AM and PM peak hour turning movements were analyzed using the Synchro 10 traffic modeling software. The AM and PM peak hour traffic volumes, level of service, and lane geometry are shown in Figure 8. 14 Figure 8 Pippin Industrial Park Build (2030) Peak Hour Traffic Volumes and Levels of Service Frederick County, VASITE ENTRANCE ROUTE 11 ‐ VALLEY PIKE SITE ENTRANCE ROUTE 11 ‐ VALLEY PIKE SITE 1 402/320 19/2 34/4 285/460 A/A B/B B/B 5/28 2/15 AM PEAK HOUR PM PEAK HOUR 000 / 000 15 Design Year (2036) The design year for the project is six years beyond the Build Conditions of the project, which in this case, is the year 2036. Analysis The 2036 Design Year AM and PM peak hour intersection turning movements were analyzed using the Synchro 10 traffic modeling software. AM and PM peak hour traffic volumes, LOS and lane geometry, are shown in Figure 9 and the PM peak hour 95th percentile queue length is shown in figure 36. 16 Figure 9 Pippin Industrial Park Design Year (2036) Peak Hour Traffic Volumes and Levels of Service Frederick County, VASITE ENTRANCE ROUTE 11 ‐ VALLEY PIKE SITE ENTRANCE ROUTE 11 ‐ VALLEY PIKE SITE 1 414/330 19/2 34/4 294/473 A/A B/B B/B 5/28 2/15 AM PEAK HOUR PM PEAK HOUR 000 / 000 17 Table 4 Levels of Service and Delay Summary Approach/Lane Group Existing Conditions (2020)1 No‐Build Conditions (2030)1 Build Conditions (2030)2 Design Year Conditions (2036)2 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 1. Pippin Dr & Route 11 NBT C C C C NBL A 8 A 8.3 A 8 A 8.3 SBT C C C C EBR B 10 B 11.4 B 10.1 B 11.5 EBL B 12.7 B 13.5 B 12.9 B 13.7 Notes: 1. Capacity analysis for 2020 and 2030 no‐build years is based on Highway Capacity Manual using HCM 2000 methodology. 2. Capacity analysis for 2030 build and 2036 design year is based on Synchro using HCM 2010 methodology. 18 Recommended Roadway Improvements Since the proposed entrance and Route 11 operate at an acceptable level of service, the focus for roadway improvements has directed towards the entrance roadway. The recommended improvements are: Construct a southbound right turn lane on Route 11 at the new entrance. Change the pavement markings to remove the two‐way‐left‐turn lane and replace it with a northbound left‐turn lane. Provide a left turn lane from Pippin Drive to Route 11 northbound. With these improvements proffered by this developer, it is the opinion of this engineer that the transportation impacts of this rezoning and its resulting development are both manageable and acceptable for this project setting. 19 Queue Analysis At stop signs a queue forms while vehicles wait to advance. An analysis was performed to evaluate the back of the queue for the 50th and 95th percentile of the queue. The 50th percentile maximum queue is the maximum back of the queue on a typical traffic signal cycle and has a probability of happening 50% of the time. The 95th percentile maximum queue is the maximum back of the queue with 95th percentile traffic volumes when traffic does not move for two signal cycles and has the probability of happening 5% of the time. The queues associated with the 95th percentile maximum queues using the Proposed Trip Generation method are shown in Table 5. 20 Table 5 Queue Summary Notes: 1. Queue analysis is based on Synchro using HCM 2010 methodology. The queue is reported in car lengths. 50th Percentil95th Percentil50th Percentil95th Percentil50th Percentil95th Percentil50th Percentil95th Percentil50th Percentil95th Percentil50th Percentil95th Percentil50th Percentil95th Percentil50th Percentil95th Percentile1. Pippin Dr & Route 11NBTNBL 1000.1 0.1SBR 100EBR0.1 0.1EBL 1000.2 0.2AM Peak Hour PM Peak Hour AM Peak Hour PM Peak HourApproach/Lane GroupStorageLength(ft)Existing Conditions (2020) No‐Build Conditions (2030) Build Conditions (2030) Design Year Conditions (2036)AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour21 Pedestrian and Bicycle Traffic The Frederick County Comprehensive Plan Future Land Use map was reviewed to identify any previously planned pedestrian and/or bicycle facilities in the project area. The plan shows a multi‐use trail is planned for the east side of Route 11 in the area of this project. 22 Conclusions This Traffic Impact Study supports the rezoning request for the land owned by Gregory, Ralph S., Trustee. The land is south of Kernstown in Frederick County, VA. The rezoning, if approved, will lead to development that will create 19.88 acres of office/warehouse uses. The subject property is south of the unincorporated area of Kernstown in Frederick County, VA And on the west side of Route 11 just north of the Apple Land complex. Access to the site will be through a new entrance on Route 11. This study found that the light traffic volumes on this section of Route 11 and the small traffic volume generated by the proposed development can be accommodated on the existing roadway network. Levels of Service for the turning movements at the proposed entrance will be A or B in the design year 2036. With the improvements proffered it is the opinion of this engineer that the transportation impacts of this rezoning and its resulting development are both manageable and acceptable for this project setting. 23 Appendix A Pre-Scope of Work Meeting Form 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. PRE-SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Tele: E-mail: Stowe Engineering, PLC 540.686.7373 timstowe@stowecompanes.com Developer/Owner Name: Tele: E-mail: Pippin, LLC 540.667.2001 greywolfeinc@aol.com Project Information Project Name: Pippin Industrial Park Locality/County: Frederick Project Location: (Attach regional and site specific location map) West side of Route 11, 1.27 miles south of Route 37 Submission Type Comp Plan Rezoning Site Plan Subd Plat Project Description: (Including details on the land use, acreage, phasing, access location, etc. Attach additional sheet if necessary) Rezone 19.88 acres from Rural Agriculture RA to Business B-3 Proposed Use(s): (Check all that apply; attach additional pages as necessary) Residential Commercial Mixed Use Other Residential Uses(s) Number of Units: ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 110 Square Ft or Other Variable: 150K Other Use(s) ITE LU Code(s): Independent Variable(s): Total Peak Hour Trip Projection: Less than 100 100 – 499 500 – 999 1,000 or more It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Traffic Impact Analysis Assumptions Study Period Existing Year: 2020 Build-out Year: 2030 Design Year: 2036 Study Area Boundaries (Attach map) North: Route 649 Springdale Rd South: NCL of Stephens City East: Route 11 West: Route 11 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 published volumes Trip Distribution (Attach sketch) Road Name: Route 11 north 65% Road Name: Route 11 south 35% Road Name: Road Name: Annual Vehicle Trip Growth Rate: -1% Peak Period for Study (check all that apply) AM PM SAT Peak Hour of the Generator AM Study Intersections and/or Road Segments (Attach additional sheets as necessary) 1.Entrance and Route 11 6. 2. 7. 3. 8. 4. 9. 5. 10. Trip Adjustment Factors Internal allowance: Yes No Reduction: % trips Pass-by allowance: Yes No Reduction: % trips Software Methodology Synchro HCS (v.2000/+) aaSIDRA CORSIM Other Traffic Signal Proposed or Affected (Analysis software to be used, progression speed, cycle length) None 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. Improvement(s) Assumed or to be Considered None assumed outside of VDOT entrance requirements Background Traffic Studies Considered Carbaugh development Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP) Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Additional Issues to be Addressed Queuing analysis Actuation/Coordination Weaving analysis Merge analysis Bike/Ped Accommodations Intersection(s) TDM Measures Other NOTES on ASSUMPTIONS: This rezoning will generate minimal traffic. Future rezonings of other portions of the property should be considered on a case-by-case basis. There are no near-term plans for additional rezonings. SIGNED: _________________________________ DATE: ______________ Applicant or Consultant PRINT NAME: _____________________________ Applicant or Consultant 1/3/20 Tim Stowe Trip Generation SummaryOpen Date:Analysis Date:1/3/20201/3/2020Project: Pippin Ind. ParkAlternative: Alternative 1Phase:ITE Land UseEnter Exit Enter ExitEnter ExitTotalTotal Total***Weekday Average Daily TripsWeekday AM Peak Hour ofAdjacent Street TrafficWeekday PM Peak Hour ofAdjacent Street Traffic110 Five Light Industrial buildings, 150,000 SF total150 1000 Sq. Ft. GFA313 313 626 53 7 60 6 43 49Unadjusted Volume313 313 626 53 7 60 6 43 49Internal Capture Trips 0 0 0 0 0 0 0 0 0000 000 000313 313 626 53 7 60 6 43 49Pass-By TripsVolume Added to Adjacent StreetsTotal Weekday Average Daily Trips Internal Capture = 0 PercentTotal Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 PercentTotal Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 PercentP. 1TRIP GENERATION 10, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 10th Edition- Custom rate used for selected time period.* Year AADT2010 88002011 82002012 83002013 84002014 76002015 79002016 83002017 80002018 7800Historical Traffic Growth on Route 11from: NCL of Stephens Cityto: Route 37/SCL of Winchester700072007400760078008000820084008600880090002010 2011 2012 2013 2014 2015 2016 2017 2018AADTYearAADT 65%35%REZONINGAREAFREDERICK COUNTYSTEPHENS CITYDATE:SCALE:CHECKED BY:SHEET 1 OF 1LOCATION MAP PIPPIN INDUSTRIAL PARK LOT 75 A 27A BACK CREEK MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIATSS1194.0103 Heath Court Winchester, VA 22602 (540) 686-7373 fax (540) 301-1100TSSAS SHOWNJanuary 3, 2020PROJECT NUMBER:DRAWN BY:STOWE ENGINEERING, PLCALL DOCUMENTS PREPARED BY STOWE ENGINEERING AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED TO BE SUITABLE FOR REUSE BY THE OWNER OR OTHERS ONEXTENSIONS OF THE PROJECTOR ANY OTHER PROJECT.ANY REUSEWITHOUT WRITTEN VERIFICATION OR ADAPTATION BY STOWEENGINEERING WILL BE AT THE USERS SOLE RISK.Scale: 1" = 500' Appendix B Traffic Count Data Printed: 02/08/2020 at 09:00 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Vehicle Volume Report Location: Unit ID: Study Date: Rte 11 NB 0.19 mi n. of Stephens City limit Stowe Engineering 2 Tuesday, 02/04/2020 Northbound Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 3 7 6 13 32 59 141 303 323 265 225 229 277 234 233 249 237 221 139 76 57 51 21 9 3410 07:39 - 08:38 353 12:21 - 13:20 292 Page 1 Printed: 02/08/2020 at 09:00 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Vehicle Volume Report Location: Unit ID: Study Date: Rte 11 NB 0.19 mi n. of Stephens City limit Stowe Engineering 2 Wednesday, 02/05/2020 Northbound Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 1 4 10 14 31 68 127 280 314 247 219 211 279 234 212 232 263 245 156 74 76 29 14 12 3352 07:37 - 08:36 347 12:25 - 13:24 291 Page 2 Printed: 02/08/2020 at 09:00 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Northbound Classes Report Location: Unit ID: Study Date: Rte 11 NB 0.19 mi n. of Stephens City limit Stowe Engineering 2 Tuesday, 02/04/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 3 0 0 0 0 0 0 0 0 0 0 0 3 0 5 1 0 0 0 0 0 1 0 0 0 0 7 0 4 0 0 2 0 0 0 0 0 0 0 0 6 0 9 2 1 1 0 0 0 0 0 0 0 0 13 0 22 9 0 1 0 0 0 0 0 0 0 0 32 1 46 6 1 4 0 0 0 1 0 0 0 0 59 0 96 29 0 15 0 0 1 0 0 0 0 0 141 0 234 44 2 15 4 0 1 3 0 0 0 0 303 0 253 40 4 19 4 1 1 1 0 0 0 0 323 0 201 37 1 21 3 0 0 2 0 0 0 0 265 0 165 33 1 22 2 0 1 1 0 0 0 0 225 0 177 30 3 15 0 0 1 2 0 0 0 1 229 0 215 46 0 13 2 0 0 1 0 0 0 0 277 1 178 36 1 14 0 0 0 4 0 0 0 0 234 0 175 37 2 16 2 0 1 0 0 0 0 0 233 1 198 26 1 21 0 0 0 2 0 0 0 0 249 1 190 30 0 12 0 0 0 4 0 0 0 0 237 0 179 23 1 12 2 0 1 3 0 0 0 0 221 0 119 15 0 3 0 0 0 2 0 0 0 0 139 0 62 7 0 4 0 0 0 3 0 0 0 0 76 0 45 5 0 6 1 0 0 0 0 0 0 0 57 0 41 8 0 1 0 0 0 1 0 0 0 0 51 0 13 5 0 2 0 0 0 1 0 0 0 0 21 0 8 0 0 1 0 0 0 0 0 0 0 0 9 4 2638 469 18 220 20 1 7 32 0 0 0 1 3410 0.1 77.4 13.8 0.5 6.5 0.6 0.0 0.2 0.9 0.0 0.0 0.0 0.0 100 0.1 75.7 14.4 0.8 7.2 0.8 0.1 0.3 0.7 0.0 0.0 0.0 0.1 100 0.2 78.9 13.2 0.3 5.8 0.4 0.0 0.1 1.2 0.0 0.0 0.0 0.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Classification Scheme: FHWA (ID: 1) Truck Summary: Total Trucks: 299 % Trucks: 8.8 AM % Trucks: 9.9 PM % Trucks: 7.8 Page 1 Printed: 02/08/2020 at 09:00 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Northbound Classes Report Location: Unit ID: Study Date: Rte 11 NB 0.19 mi n. of Stephens City limit Stowe Engineering 2 Wednesday, 02/05/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 10 0 0 0 0 0 0 0 0 0 0 0 10 0 8 2 0 0 0 0 1 3 0 0 0 0 14 0 23 7 0 1 0 0 0 0 0 0 0 0 31 0 48 13 0 5 0 0 1 1 0 0 0 0 68 0 91 23 0 10 1 0 0 2 0 0 0 0 127 0 223 32 2 15 3 0 0 5 0 0 0 0 280 0 238 34 2 31 4 0 0 5 0 0 0 0 314 0 175 42 0 19 6 0 2 3 0 0 0 0 247 0 162 29 0 23 3 0 0 1 0 0 0 1 219 0 158 33 5 14 1 0 0 0 0 0 0 0 211 1 213 34 4 18 4 0 0 5 0 0 0 0 279 0 173 33 1 20 3 1 1 2 0 0 0 0 234 0 165 23 1 16 4 0 0 3 0 0 0 0 212 1 181 26 4 15 2 0 0 3 0 0 0 0 232 1 193 38 0 24 1 0 1 5 0 0 0 0 263 2 191 31 1 11 1 0 4 4 0 0 0 0 245 2 128 18 0 8 0 0 0 0 0 0 0 0 156 0 61 6 0 5 0 0 0 2 0 0 0 0 74 0 67 7 0 2 0 0 0 0 0 0 0 0 76 0 24 1 1 2 0 0 0 1 0 0 0 0 29 0 11 3 0 0 0 0 0 0 0 0 0 0 14 1 11 0 0 0 0 0 0 0 0 0 0 0 12 8 2557 435 21 241 33 1 10 45 0 0 0 1 3352 0.2 76.3 13.0 0.6 7.2 1.0 0.0 0.3 1.3 0.0 0.0 0.0 0.0 100 0.0 74.6 14.1 0.6 7.9 1.2 0.0 0.3 1.3 0.0 0.0 0.0 0.1 100 0.4 77.7 12.0 0.7 6.6 0.8 0.1 0.3 1.4 0.0 0.0 0.0 0.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Classification Scheme: FHWA (ID: 1) Truck Summary: Total Trucks: 352 % Trucks: 10.5 AM % Trucks: 11.3 PM % Trucks: 9.9 Page 2 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Northbound Speeds (MPH) Posted Speed: 45 Printed: 02/08/2020 at 09:00 Location: Unit ID: Study Date: Rte 11 NB 0.19 mi n. of Stephens City limit Stowe Engineering 2 Tuesday, 02/04/2020 5- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 79 80- 99 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 3 0 0 0 0 1 0 1 3 1 0 0 1 0 0 0 7 0 0 0 0 0 0 2 0 4 0 0 0 0 0 0 6 0 0 0 0 0 0 4 5 2 1 1 0 0 0 0 13 0 0 0 0 1 5 7 7 9 3 0 0 0 0 0 32 0 0 0 0 0 1 13 30 14 1 0 0 0 0 0 59 0 0 0 1 3 7 35 65 26 4 0 0 0 0 0 141 0 0 0 1 0 10 72 166 48 5 1 0 0 0 0 303 0 0 0 0 0 23 101 146 48 5 0 0 0 0 0 323 0 0 0 0 3 20 67 124 38 12 1 0 0 0 0 265 0 0 0 1 0 16 83 93 28 2 2 0 0 0 0 225 0 0 0 0 3 19 71 94 34 7 1 0 0 0 0 229 0 0 0 1 2 19 88 120 43 4 0 0 0 0 0 277 0 0 0 1 5 27 75 91 25 10 0 0 0 0 0 234 0 0 0 2 0 28 76 93 29 5 0 0 0 0 0 233 0 0 0 0 13 20 77 95 40 4 0 0 0 0 0 249 0 0 0 0 3 27 76 98 26 6 1 0 0 0 0 237 0 0 0 0 6 15 62 109 22 6 1 0 0 0 0 221 0 0 0 0 0 15 47 47 28 2 0 0 0 0 0 139 0 0 0 0 0 10 22 25 17 2 0 0 0 0 0 76 0 0 0 0 1 11 15 23 5 1 1 0 0 0 0 57 0 0 0 0 2 2 23 14 7 3 0 0 0 0 0 51 0 0 0 1 1 0 6 9 3 1 0 0 0 0 0 21 0 0 0 0 0 2 2 1 1 3 0 0 0 0 0 9 0 0 0 8 44 277 1025 1458 500 88 9 1 0 0 0 3410 0.0 0.0 0.0 0.2 1.3 8.1 30.1 42.8 14.7 2.6 0.3 0.0 0.0 0.0 0.0 100 0.0 0.0 0.0 0.2 0.7 6.3 28.4 45.6 15.8 2.6 0.4 0.1 0.0 0.0 0.0 100 0.0 0.0 0.0 0.3 1.8 9.8 31.5 40.2 13.6 2.6 0.2 0.0 0.0 0.0 0.0 100 Standard Deviation: Mean Speed: 5.1 MPH 46.0 MPH Median Speed: 46.2 MPH Modal Speed: 47.5 MPH Ten Mile Pace: 40 to 49 MPH Percent in Ten Mile Pace: 72.8% 85th Percentile: 50.9 MPH 15th Percentile: 40.9 MPH 90th Percentile: 52.6 MPH 95th Percentile: 54.3 MPH Page 1 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Northbound Speeds (MPH) Posted Speed: 45 Printed: 02/08/2020 at 09:00 Location: Unit ID: Study Date: Rte 11 NB 0.19 mi n. of Stephens City limit Stowe Engineering 2 Wednesday, 02/05/2020 5- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 79 80- 99 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 2 1 0 1 0 0 0 0 0 4 0 0 0 0 0 0 5 3 1 0 0 0 1 0 0 10 0 0 0 0 1 0 3 4 4 1 1 0 0 0 0 14 0 0 0 0 0 4 9 9 7 0 2 0 0 0 0 31 0 0 0 0 0 1 23 31 10 2 1 0 0 0 0 68 0 0 0 0 1 7 45 51 21 2 0 0 0 0 0 127 0 0 0 0 1 13 100 124 36 4 2 0 0 0 0 280 0 0 0 0 2 32 126 115 39 0 0 0 0 0 0 314 0 0 0 0 2 18 104 105 17 1 0 0 0 0 0 247 0 0 0 1 4 20 92 68 31 3 0 0 0 0 0 219 0 0 0 2 4 24 81 79 13 5 2 1 0 0 0 211 1 0 0 2 7 33 105 99 28 1 1 0 1 0 1 279 0 0 0 0 1 26 86 89 29 3 0 0 0 0 0 234 0 0 0 0 0 9 71 100 32 0 0 0 0 0 0 212 0 1 0 0 3 18 63 105 36 5 1 0 0 0 0 232 0 1 0 0 0 27 84 102 43 6 0 0 0 0 0 263 1 0 0 2 3 11 76 90 52 9 1 0 0 0 0 245 0 1 0 1 1 21 39 59 32 2 0 0 0 0 0 156 0 0 0 0 2 3 16 36 12 4 1 0 0 0 0 74 0 0 0 0 1 7 28 32 6 2 0 0 0 0 0 76 0 0 0 0 0 1 13 7 7 1 0 0 0 0 0 29 0 0 0 0 0 1 2 8 3 0 0 0 0 0 0 14 1 0 0 0 0 2 5 2 1 1 0 0 0 0 0 12 3 3 0 8 33 278 1178 1319 461 53 12 1 2 0 1 3352 0.1 0.1 0.0 0.2 1.0 8.3 35.1 39.3 13.8 1.6 0.4 0.0 0.1 0.0 0.0 100 0.0 0.0 0.0 0.2 1.0 7.8 38.7 38.7 11.8 1.2 0.5 0.1 0.1 0.0 0.0 100 0.2 0.2 0.0 0.3 1.0 8.7 32.2 39.9 15.4 1.9 0.2 0.0 0.1 0.0 0.1 100 Standard Deviation: Mean Speed: 5.3 MPH 45.6 MPH Median Speed: 45.7 MPH Modal Speed: 47.5 MPH Ten Mile Pace: 40 to 49 MPH Percent in Ten Mile Pace: 74.5% 85th Percentile: 50.3 MPH 15th Percentile: 40.8 MPH 90th Percentile: 52.1 MPH 95th Percentile: 53.9 MPH Page 2 Printed: 01/31/2020 at 20:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Vehicle Volume Report Location: Unit ID: Study Date: US Route 11 0.19 MI N. of Stephens City limits Stowe Engineering 2 Tuesday, 01/28/2020 Southbound Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 9 9 5 11 15 28 67 149 192 161 239 218 287 254 308 369 399 340 228 171 116 77 34 31 3717 10:01 - 11:00 241 15:35 - 16:34 415 Page 1SB Tube Count data.tvp Printed: 01/31/2020 at 20:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Vehicle Volume Report Location: Unit ID: Study Date: US Route 11 0.19 MI N. of Stephens City limits Stowe Engineering 2 Wednesday, 01/29/2020 Southbound Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 9 10 9 8 14 31 62 166 223 194 235 261 278 316 304 393 361 385 250 171 130 66 35 28 3939 10:53 - 11:52 262 16:51 - 17:50 405 Page 2SB Tube Count data.tvp Printed: 01/31/2020 at 20:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Vehicle Volume Report Location: Unit ID: Study Date: US Route 11 0.19 MI N. of Stephens City limits Stowe Engineering 2 Thursday, 01/30/2020 Southbound Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 12 12 8 7 10 21 49 149 187 164 224 240 294 277 282 388 380 349 229 158 112 72 42 39 3705 10:59 - 11:58 241 15:29 - 16:28 423 Page 3SB Tube Count data.tvp Printed: 01/31/2020 at 20:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Southbound Classes Report Location: Unit ID: Study Date: US Route 11 0.19 MI N. of Stephens City limits Stowe Engineering 2 Tuesday, 01/28/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 8 0 0 1 0 0 0 0 0 0 0 0 9 0 7 1 0 1 0 0 0 0 0 0 0 0 9 0 5 0 0 0 0 0 0 0 0 0 0 0 5 0 7 1 0 2 0 0 1 0 0 0 0 0 11 0 9 1 1 2 1 0 1 0 0 0 0 0 15 0 14 1 4 6 0 0 3 0 0 0 0 0 28 0 46 12 0 7 0 0 2 0 0 0 0 0 67 0 99 28 5 16 0 0 1 0 0 0 0 0 149 1 133 27 4 26 0 0 1 0 0 0 0 0 192 0 113 22 1 19 1 0 3 2 0 0 0 0 161 0 174 29 2 31 2 0 1 0 0 0 0 0 239 0 161 26 2 27 1 0 1 0 0 0 0 0 218 0 224 35 2 24 0 0 0 2 0 0 0 0 287 0 184 33 0 35 2 0 0 0 0 0 0 0 254 2 229 37 2 35 2 0 1 0 0 0 0 0 308 0 287 39 6 35 1 0 1 0 0 0 0 0 369 0 328 48 3 19 1 0 0 0 0 0 0 0 399 1 280 35 1 21 1 0 0 1 0 0 0 0 340 0 187 19 0 22 0 0 0 0 0 0 0 0 228 0 140 18 0 13 0 0 0 0 0 0 0 0 171 0 96 12 1 5 0 0 1 1 0 0 0 0 116 0 59 10 0 7 0 0 0 1 0 0 0 0 77 0 26 2 1 5 0 0 0 0 0 0 0 0 34 0 26 3 0 2 0 0 0 0 0 0 0 0 31 4 2842 439 35 361 12 0 17 7 0 0 0 0 3717 0.1 76.5 11.8 0.9 9.7 0.3 0.0 0.5 0.2 0.0 0.0 0.0 0.0 100 0.1 70.4 13.4 1.7 12.5 0.5 0.0 1.3 0.2 0.0 0.0 0.0 0.0 100 0.1 79.0 11.1 0.6 8.5 0.3 0.0 0.1 0.2 0.0 0.0 0.0 0.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Classification Scheme: FHWA (ID: 1) Truck Summary: Total Trucks: 432 % Trucks: 11.6 AM % Trucks: 16.1 PM % Trucks: 9.7 Page 1SB Tube Count data.tvp Printed: 01/31/2020 at 20:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Southbound Classes Report Location: Unit ID: Study Date: US Route 11 0.19 MI N. of Stephens City limits Stowe Engineering 2 Wednesday, 01/29/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 8 1 0 0 0 0 0 0 0 0 0 0 9 0 9 0 0 1 0 0 0 0 0 0 0 0 10 0 7 0 0 2 0 0 0 0 0 0 0 0 9 0 6 0 0 2 0 0 0 0 0 0 0 0 8 0 10 1 0 2 1 0 0 0 0 0 0 0 14 0 20 3 4 4 0 0 0 0 0 0 0 0 31 0 41 8 1 11 0 0 1 0 0 0 0 0 62 0 101 27 5 32 0 0 0 1 0 0 0 0 166 0 144 34 2 37 0 0 4 2 0 0 0 0 223 0 130 38 0 23 0 1 2 0 0 0 0 0 194 1 161 38 1 32 0 0 1 1 0 0 0 0 235 0 195 36 0 26 0 0 2 2 0 0 0 0 261 0 211 36 4 26 0 1 0 0 0 0 0 0 278 1 236 37 1 37 1 0 3 0 0 0 0 0 316 0 238 30 0 31 2 0 1 2 0 0 0 0 304 0 296 57 2 34 2 0 2 0 0 0 0 0 393 0 291 40 2 27 0 0 1 0 0 0 0 0 361 0 333 33 0 18 1 0 0 0 0 0 0 0 385 0 210 20 0 18 1 0 0 1 0 0 0 0 250 0 137 20 0 14 0 0 0 0 0 0 0 0 171 0 107 14 0 9 0 0 0 0 0 0 0 0 130 0 52 6 0 7 0 0 0 1 0 0 0 0 66 0 31 3 0 1 0 0 0 0 0 0 0 0 35 0 21 3 0 2 0 0 0 2 0 0 0 0 28 2 2995 485 22 396 8 2 17 12 0 0 0 0 3939 0.1 76.0 12.3 0.6 10.1 0.2 0.1 0.4 0.3 0.0 0.0 0.0 0.0 100 0.1 68.1 15.2 1.1 14.1 0.1 0.1 0.8 0.5 0.0 0.0 0.0 0.0 100 0.0 79.6 11.0 0.3 8.2 0.3 0.0 0.3 0.2 0.0 0.0 0.0 0.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Classification Scheme: FHWA (ID: 1) Truck Summary: Total Trucks: 457 % Trucks: 11.6 AM % Trucks: 16.6 PM % Trucks: 9.3 Page 2SB Tube Count data.tvp Printed: 01/31/2020 at 20:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.35 (s/n# 16060645) Daily Southbound Classes Report Location: Unit ID: Study Date: US Route 11 0.19 MI N. of Stephens City limits Stowe Engineering 2 Thursday, 01/30/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 9 0 0 3 0 0 0 0 0 0 0 0 12 0 11 0 0 1 0 0 0 0 0 0 0 0 12 0 8 0 0 0 0 0 0 0 0 0 0 0 8 0 5 1 0 1 0 0 0 0 0 0 0 0 7 0 7 0 2 0 0 0 1 0 0 0 0 0 10 0 13 3 2 2 0 0 0 1 0 0 0 0 21 0 36 6 1 6 0 0 0 0 0 0 0 0 49 0 103 24 5 16 0 0 1 0 0 0 0 0 149 0 126 28 3 28 1 0 1 0 0 0 0 0 187 0 109 29 1 24 1 0 0 0 0 0 0 0 164 1 161 28 2 27 1 0 2 2 0 0 0 0 224 0 177 33 0 26 1 0 2 1 0 0 0 0 240 0 209 45 3 35 1 0 1 0 0 0 0 0 294 0 207 36 0 31 2 0 1 0 0 0 0 0 277 0 220 25 1 33 2 0 1 0 0 0 0 0 282 0 285 58 3 39 2 0 1 0 0 0 0 0 388 0 307 48 1 21 2 0 1 0 0 0 0 0 380 0 282 39 0 24 2 0 2 0 0 0 0 0 349 0 203 13 1 9 1 0 1 1 0 0 0 0 229 0 126 17 1 13 0 0 0 1 0 0 0 0 158 0 96 8 0 8 0 0 0 0 0 0 0 0 112 0 57 9 0 4 0 0 2 0 0 0 0 0 72 0 38 2 0 1 0 0 0 1 0 0 0 0 42 0 34 2 0 2 0 0 0 1 0 0 0 0 39 1 2829 454 26 354 16 0 17 8 0 0 0 0 3705 0.0 76.4 12.3 0.7 9.6 0.4 0.0 0.5 0.2 0.0 0.0 0.0 0.0 100 0.1 70.6 14.0 1.5 12.4 0.4 0.0 0.6 0.4 0.0 0.0 0.0 0.0 100 0.0 78.7 11.5 0.4 8.4 0.5 0.0 0.4 0.2 0.0 0.0 0.0 0.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Classification Scheme: FHWA (ID: 1) Truck Summary: Total Trucks: 421 % Trucks: 11.4 AM % Trucks: 15.2 PM % Trucks: 9.8 Page 3SB Tube Count data.tvp Appendix C Synchro LOS and Queue Reports HCS2000: Two-Lane Highways Release 4.1d Tim Stowe Stowe Engineering 103 Heath Court Winchester, VA 22602 Phone: 540.336.0656 Fax: E-Mail: timstowe@stowecompanies.com ___________________Two-Way Two-Lane Highway Segment Analysis__________________ Analyst Tim Stowe Agency/Co. Stowe Engineering Date Performed 2/16/2020 Analysis Time Period AM Peak Hour Highway Route 11 From/To Kernstown/NCL Stephens City Jurisdiction Frederick County Analysis Year 2020 Description Pippin Ind Park ___________________________________Input Data_________________________________ Highway class Class 2 Shoulder width 6.0 ft Peak-hour factor, PHF 0.92 Lane width 12.0 ft % Trucks and buses 12 % Segment length 0.6 mi % Recreational vehicles 2 % Terrain type Level % No-passing zones 100 % Grade: Length mi Access points/mi 14 /mi Up/down % Two-way hourly volume, V 615 veh/h Directional split 57 / 43 % ____________________________Average Travel Speed______________________________ Grade adjustment factor, fG 1.00 PCE for trucks, ET 1.2 PCE for RVs, ER 1.0 Heavy-vehicle adjustment factor, 0.977 Two-way flow rate,(note-1) vp 685 pc/h Highest directional split proportion (note-2) 390 pc/h Free-Flow Speed from Field Measurement: Field measured speed, SFM - mi/h Observed volume, Vf - veh/h Estimated Free-Flow Speed: Base free-flow speed, BFFS 45.0 mi/h Adj. for lane and shoulder width, fLS 0.0 mi/h Adj. for access points, fA 3.5 mi/h Free-flow speed, FFS 41.5 mi/h Adjustment for no-passing zones, fnp 3.5 mi/h Average travel speed, ATS 32.7 mi/h __________________________Percent Time-Spent-Following________________________ Grade adjustment factor, fG 1.00 PCE for trucks, ET 1.1 PCE for RVs, ER 1.0 Heavy-vehicle adjustment factor, fHV 0.988 Two-way flow rate,(note-1) vp 676 pc/h Highest directional split proportion (note-2) 385 Base percent time-spent-following, BPTSF 44.8 % Adj.for directional distribution and no-passing zones, fd/np 18.4 Percent time-spent-following, PTSF 63.2 % ________________Level of Service and Other Performance Measures_______________ Level of service, LOS C Volume to capacity ratio, v/c 0.21 Peak 15-min vehicle-miles of travel, VMT15 97 veh-mi Peak-hour vehicle-miles of travel, VMT60 357 veh-mi Peak 15-min total travel time, TT15 3.0 veh-h ______________________________________________________________________________ Notes: 1. If vp >= 3200 pc/h, terminate analysis-the LOS is F. 2. If highest directional split vp >= 1700 pc/h, terminate analysis-the LOS is F. HCS2000: Two-Lane Highways Release 4.1d Tim Stowe Stowe Engineering 103 Heath Court Winchester, VA 22602 Phone: 540.336.0656 Fax: E-Mail: timstowe@stowecompanies.com ___________________Two-Way Two-Lane Highway Segment Analysis__________________ Analyst Tim Stowe Agency/Co. Stowe Engineering Date Performed 2/16/2020 Analysis Time Period PM Peak Hour Highway Route 11 From/To Kernstown/NCL Stephens City Jurisdiction Frederick County Analysis Year 2020 Description Pippin Ind Park ___________________________________Input Data_________________________________ Highway class Class 2 Shoulder width 6.0 ft Peak-hour factor, PHF 0.92 Lane width 12.0 ft % Trucks and buses 12 % Segment length 0.6 mi % Recreational vehicles 2 % Terrain type Level % No-passing zones 100 % Grade: Length mi Access points/mi 14 /mi Up/down % Two-way hourly volume, V 697 veh/h Directional split 58 / 42 % ____________________________Average Travel Speed______________________________ Grade adjustment factor, fG 1.00 PCE for trucks, ET 1.2 PCE for RVs, ER 1.0 Heavy-vehicle adjustment factor, 0.977 Two-way flow rate,(note-1) vp 776 pc/h Highest directional split proportion (note-2) 450 pc/h Free-Flow Speed from Field Measurement: Field measured speed, SFM - mi/h Observed volume, Vf - veh/h Estimated Free-Flow Speed: Base free-flow speed, BFFS 45.0 mi/h Adj. for lane and shoulder width, fLS 0.0 mi/h Adj. for access points, fA 3.5 mi/h Free-flow speed, FFS 41.5 mi/h Adjustment for no-passing zones, fnp 3.1 mi/h Average travel speed, ATS 32.4 mi/h __________________________Percent Time-Spent-Following________________________ Grade adjustment factor, fG 1.00 PCE for trucks, ET 1.1 PCE for RVs, ER 1.0 Heavy-vehicle adjustment factor, fHV 0.988 Two-way flow rate,(note-1) vp 767 pc/h Highest directional split proportion (note-2) 445 Base percent time-spent-following, BPTSF 49.0 % Adj.for directional distribution and no-passing zones, fd/np 15.6 Percent time-spent-following, PTSF 64.6 % ________________Level of Service and Other Performance Measures_______________ Level of service, LOS C Volume to capacity ratio, v/c 0.24 Peak 15-min vehicle-miles of travel, VMT15 110 veh-mi Peak-hour vehicle-miles of travel, VMT60 404 veh-mi Peak 15-min total travel time, TT15 3.4 veh-h ______________________________________________________________________________ Notes: 1. If vp >= 3200 pc/h, terminate analysis-the LOS is F. 2. If highest directional split vp >= 1700 pc/h, terminate analysis-the LOS is F. HCM 2010 TWSC 1: Route 11 & Pippin Dr 02/19/2020 2030 Build Conditions AM Peak Hour Synchro 10 Light Report Stowe Engineering Page 1 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 402 285 0 Future Vol, veh/h 5 2 19 402 285 34 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 10 10 2 9 12 2 Mvmt Flow 5 2 21 437 310 37 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 789 310 347 0 - 0 Stage 1 310 ----- Stage 2 479 ----- Critical Hdwy 6.5 6.3 4.12 - - - Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.39 2.218 - - - Pot Cap-1 Maneuver 349 712 1212 - - - Stage 1 726 ----- Stage 2 607 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 343 712 1212 - - - Mov Cap-2 Maneuver 454 ----- Stage 1 714 ----- Stage 2 607 ----- Approach EB NB SB HCM Control Delay, s 12.2 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1212 - 454 712 - - HCM Lane V/C Ratio 0.017 - 0.012 0.003 - - HCM Control Delay (s) 8 - 13 10.1 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.1 - 0 0 - - HCM 2010 TWSC 1: Route 11 & Pippin Dr 02/19/2020 2030 Build Conditions PM Peak Hour Synchro 10 Light Report Stowe Engineering Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 320 460 0 Future Vol, veh/h 28 15 2 320 460 4 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 10 10 2 9 12 2 Mvmt Flow 30 16 2 348 500 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 852 500 504 0 - 0 Stage 1 500 ----- Stage 2 352 ----- Critical Hdwy 6.5 6.3 4.12 - - - Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.39 2.218 - - - Pot Cap-1 Maneuver 320 555 1061 - - - Stage 1 593 ----- Stage 2 694 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 319 555 1061 - - - Mov Cap-2 Maneuver 435 ----- Stage 1 592 ----- Stage 2 694 ----- Approach EB NB SB HCM Control Delay, s 13.1 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1061 - 435 555 - - HCM Lane V/C Ratio 0.002 - 0.07 0.029 - - HCM Control Delay (s) 8.4 - 13.9 11.7 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.2 0.1 - - HCM 2010 TWSC 1: Route 11 & Pippin Dr 02/19/2020 2036 Design Yr Conditions AM Peak Hour Synchro 10 Light Report Stowe Engineering Page 1 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 414 294 0 Future Vol, veh/h 5 2 19 414 294 34 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 10 10 2 9 12 2 Mvmt Flow 5 2 21 450 320 37 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 812 320 357 0 - 0 Stage 1 320 ----- Stage 2 492 ----- Critical Hdwy 6.5 6.3 4.12 - - - Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.39 2.218 - - - Pot Cap-1 Maneuver 338 703 1202 - - - Stage 1 718 ----- Stage 2 598 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 332 703 1202 - - - Mov Cap-2 Maneuver 445 ----- Stage 1 706 ----- Stage 2 598 ----- Approach EB NB SB HCM Control Delay, s 12.3 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1202 - 445 703 - - HCM Lane V/C Ratio 0.017 - 0.012 0.003 - - HCM Control Delay (s) 8 - 13.2 10.1 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.1 - 0 0 - - HCM 2010 TWSC 1: Route 11 & Pippin Dr 02/19/2020 2036 Design Yr Conditions PM Peak Hour Synchro 10 Light Report Stowe Engineering Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 330 473 0 Future Vol, veh/h 28 15 2 330 473 4 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 100 - - 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 10 10 2 9 12 2 Mvmt Flow 30 16 2 359 514 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 877 514 518 0 - 0 Stage 1 514 ----- Stage 2 363 ----- Critical Hdwy 6.5 6.3 4.12 - - - Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.39 2.218 - - - Pot Cap-1 Maneuver 309 545 1048 - - - Stage 1 584 ----- Stage 2 686 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 308 545 1048 - - - Mov Cap-2 Maneuver 426 ----- Stage 1 583 ----- Stage 2 686 ----- Approach EB NB SB HCM Control Delay, s 13.3 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1048 - 426 545 - - HCM Lane V/C Ratio 0.002 - 0.071 0.03 - - HCM Control Delay (s) 8.4 - 14.1 11.8 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.2 0.1 - - Appendix D Cost Estimate No.Description Units Quantity Unit Value Value 1 Right of way dedication for Route 11 AC 0.5 $100,000 $45,914 2 Right of way for Pippin Dr AC 2.0 $100,000 $197,658 3 Construction of Pippin Drive LS 1 $577,500 $577,500 4 Construct 550 ft of 5' sidewalk LS 1 $22,000 $22,000 5 Pavement restripe - Route 11 LS 1 $10,000 $10,000 TOTAL $853,072 Cost Estimate for Transportation Improvements Gregory, Ralph S., Trustee - Pippin Industrial Park Trust Frederick County, VA 19-Feb-20 Appendix E Generalized Development Plan