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HomeMy WebLinkAboutSD-18-30 - Supplemental - 0045 Community Drive SunCap Property Group Distribution Facility South Burlington, Vermont * * * * * * * * * * Application for Sketch Plan Review Prepared September 2018 Revised 2018-10-23 By CROSS CONSULTING ENGINEERS, P.C. 103 Fairfax Road St. Albans, Vermont 05478-6271 Telephone: (802) 524-2113 Facsimile: (802) 524-9681 E-mail: dwoolridge@crossconsultingengineers.com As Project Number 15011 SunCap Property Group September 2018 Distribution Facility Revised 2018-10-23 South Burlington, VT Project: 15011 List of Application Materials Sketch Plan Application List of Abutting Property Owners Consultants Sketch Plan Narrative (revised 2018-10-23) Ability to Serve Letters Traffic Impact Study Sketch Plan, dated 2018-10-01 Landscape Plan, dated 2018-09-28 Elevations, dated 2018-05-01 Height Diagram Subdivision Plan, dated 2018-10-01 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com Permit Number SD-______-__________ (office use only) APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax#) __________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 2) LOCATION OF LAST RECORDED DEED(S) (Book and page #)_________________________________________ 3) APPLICANT (Name, mailing address, phone and fax #)______________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 4) APPLICANT’S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.)_____________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 5) CONTACT PERSON (Name, mailing address, phone and fax #)________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 5a) CONTACT EMAIL ADDRESS ___________________________________________________________ 6) PROJECT STREET ADDRESS:__________________________________________________________________ ___________________________________________________________________________________________ 7) TAX PARCEL ID # (can be obtained at Assessor’s Office)__________________________________________ 8) PROJECT DESCRIPTION a) General project description (explain what you want approval for): ___________________________________________________________________________________________ 2 Sketch Plan Application Form. Rev. 2-2018 ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ b) Existing Uses on Property (including description and size of each separate use)________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ c) Proposed Uses on property (include description and size of each new use and existing uses to remain) ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ d) Total building square footage on property (proposed buildings and existing buildings to remain) ___________________________________________________________________________________________ e) Proposed height of building (if applicable) _____________________________________________________ f) Number of residential units (if applicable, new units and existing units to remain) ______________________ ___________________________________________________________________________________________ g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable)_______________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 9) LOT COVERAGE a) Building: Existing________ % Proposed_________% b) Overall (building, parking, outside storage, etc) Existing________% Proposed_________% c) Front yard (along each street) Existing________% Proposed_________% 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.)___________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.)None: sewer and water services from the building will connect to public mains within Community Drive ROW; Current ROW for Community Way will not be dedicated to City and will be merged with lots. 12) ESTIMATED PROJECT COMPLETION DATEJUne 2020 13) PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Three (3) regular size copies, one reduced copy (11" x 17"), and one digital (PDF-format) copy of the plans must be submitted. The application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. NOTE: NOTIFICATION of ADJOINING PROPERTY OWNERS: Notification of adjoining property owners, in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations, is the responsibility of the applicant. After deeming an application complete, the Administrative Officer will provide the applicant with a draft meeting agendas or public hearing notice and sample certificate of service. The sworn certificate of service shall be returned to the City prior to the start of any public hearing. I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGNATURE APPLICANT SIGN RE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: I have reviewed this sketch plan application and find it to be: ❑Complete incomplete Administrative Officer Date The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Sketch Plan Application Form. Rev. 2-2018 Green Mountain Power Corporation 163 Acorn Lane Colchester, VT 05446 LNP, Inc. 390 Boyer Circle Williston, VT 05495 Lund Family Center 50 Joy Drive So. Burlington, VT 05403 Parkview at Ticonderoga 885 Rt. 67 Ballston Spa, NY 12020 Washburn, Christopher 204 Boyer Circle Williston, VT 05495 Green Acres, Inc. 210 3rd St. West, Apt. 3308 Bradenton, FL 34205 Mary Ann Shepard Revocable Trust 1655 Marshall Ave Williston, VT 05495 Rieley Cohen Partnership 200 Boyer Circle Williston, VT 05495 North Street Prop, LLC 3340 North Street Montpelier, VT 05602 30 Community Drive, LLC 55 Community Drive, Suite 402 South Burlington, VT 05403 City of South Burlington 575 Dorset Street South Burlington, VT 05403 State of Vermont Agency of Transportation 1 National Life Dr. Montpelier, VT 05633 Pizzagalli Properties, LLC 1680 Shelburne Rd. South Burlington, VT 05403 Burlington Properties, LTD 85 Meadowland Drive So. Burlington, VT 05403 List of Abutters, dated October 1, 2018 SunCap Property Group September 2018 Distribution Facility Project: 15011 South Burlington, VT Consultants Civil Engineer: Cross Consulting Engineers, P.C. 103 Fairfax Road St. Albans, VT 05478 (802) 524-2113 Lead: Peter Cross, P.E., PLS Architect, Landscape Architect: S2 Architecture 5224 Shelburne Road Shelburne, VT 05482 (802) 985-5595 Lead: Steven Schenker, AIA, LEED Traffic, Wetlands: VHB 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403 (802) 497-6121 Lead: David Saladino, P.E., AICP Technology Park Surveyor: Trudell Consulting Engineers 478 Blair Park Road Williston, VT 05495 (802) 879-6331 Lead: Jeremy Matosky, P.E. SunCap Property Group September 2018 Distribution Facility, Sketch Plan Application Revised 2018-10-23 South Burlington, VT Project 15011 Page 1 Narrative Description of Project Lots 9, 10, and a portion of lots 8B and 11 are proposed to be merged into a lot of approximately 43.4 acres. The applicant requests to terminate the offer of dedication of Community Way, as this area is required for development. The cul- de-sac no longer serves its original purpose of providing access to Lots 9 and 10. A boundary line adjustment between lots 11 and 12 is also proposed to result in two similar sized lots. A building of approximately 144,000 square feet will be constructed for use as a warehousing and distribution center. The existing FedEx Ground facility is located on the Williston side of Muddy Brook. FedEx Ground plans to relocate to this proposed facility. Based on the requirements provided by the proposed tenant, 209 parking spaces around the building are required for the numerous trailers, delivery vans, dollys, and tractors that are used in their operations. An employee and visitor parking lot is also proposed and will contain 299 spaces. The existing recreation path will remain with minor adjustments to its location to allow for the development of the lots. Earlier this year, VHB delineated several wetland areas on the property, and verified the delineation with the State of Vermont. The State determined that the wetlands were Class 3 wetlands, except for the wetlands along Muddy Brook, which are Class 2 wetlands. The layout of the project has been revised and adjusted to minimize the impacts to wetlands, while allowing for the development of the lots. VHB also prepared a traffic impact study of the proposed development and determined that a traffic signal is warranted at the intersection of Kimball Avenue and Community Drive. Additionally, the radii on Community Drive would need to be enlarged to allow tractor-trailers to move through the intersection. This will require boundary line adjustments on the two southern lots at the intersection. The Division for Historic Preservation at the State of Vermont has requested that a complete archaeology study be performed of the lots. UVM was contracted to survey and remove artifacts. The field work has been completed and their final report is being prepared. The stormwater management system will consist of sheet flow to catch basins, conveyance by storm drain pipes to a gravel wetland, which would SunCap Property Group September 2018 Distribution Facility, Sketch Plan Application Revised 2018-10-23 South Burlington, VT Project 15011 Page 2 discharge into Muddy Brook at the northeast corner of the property. The existing soil is classified as HSG ‘D’ and has poor infiltration capacity as well as a high seasonal ground water table. The soil prevents the use of infiltration practices such as bioretention and infiltration trenches. Utility companies, including Fairpoint, Vermont Gas, and Green Mountain Power were contacted for their ability to serve the project. Their positive confirmation letters are included in this application. The City of South Burlington has also stated that adequate capacity exists in the municipal water and sewer systems to serve the project. Applicable Standards Floodplain Overlay District: No development is proposed within the overlay district. Interstate Highway Overlay District: Buildings, parking areas, and access drives are located outside of the overlay district. The existing recreation path within the district will be relocated to accommodate landscaping berms, but will remain within the district. Transit Overlay District: While a portion of the existing lots are located within the district, no portion of the building falls within the district, and therefore, the project is not subject to its requirements. However, the project does propose pedestrian connections to the public right-of-way from the building. Surface Water Protection Standards: The project will obtain a Stormwater Permit to Discharge (3-9015) from the State of Vermont, as well as a 404 Permit from the US Army Corps of Engineers. Article 13 – Supplemental Regulations and Article 14 – Site Plan Review • Section 3.06.H: The impervious coverage in the front yard is 30%. • Section 3.15.C: The building will comply with the Commercial Building Energy Standards Stretch Code Guideline. • Section 6.05.C(2) Parking is to be located to the side or rear of buildings (except per Article 14). This parking complies with the exemptions within Article 14. • Section 10.04.C (1) No building or structure including parking areas may be located within the Interstate Highway Overlay district (150 feet from Interstate right-of-way). • Section 10.05.D The project provides sidewalks from the public right-of-way to the main entrance of the building. SunCap Property Group September 2018 Distribution Facility, Sketch Plan Application Revised 2018-10-23 South Burlington, VT Project 15011 Page 3 • Section 13.01.B, Table 13–2: Required parking is about 72 spaces based on warehousing. FedEx Ground requires about 300 spaces to meet their peak parking demand, based on other facilities around the country. • Section 13.01.G (4) Separate pedestrian facilities (crosswalks, sidewalks, etc.) are provide within the parking areas. • Section 13.01.G (5) At least 1 bicycle parking or storage facility is provided. • Section 13.06.B(1) Landscaping around parking areas are setback from pavement to allow for snow removal. • Section 13.06.B(2) Interior, landscaped islands are provided to meet the requirements listed. • Section 13.06.B(4)(b) The landscape plan shows the proposed location of trees. • Section 13.14.C, Table 10: 1 per 20k SF (2 min.); About 7 short-term bicycle parking spaces are required, and an area near the employee entrance has been provided. Two long-term bicycle storage lockers are also required and will be incorporated into the building design. • Section 13.14.C, Table 11: For 2 long-term storage lockers, only 1 clothes locker is required. The building design will include this locker. • Section 13.17.B(4) A fence over 4 feet in height requires a zoning permit. The proposed fence is to be 8 feet high. • Section 13.17.C(1) Barbed wire fences are prohibited, and is not proposed. • Section 14.06.B(2)(b)(vii) allows for parking to be in the front setback within the mixed Industrial-Commercial district, but only up to 25% of the total parking. The parking within the front yard must also be screened, and a pedestrian access is required. The total number of spaces within the project is 508; the front yard contains 100 spaces, or 20%. • Appendix C, Table C–2 provides the dimensional requirements. Maximum coverage is 70%. The maximum building coverage is 28%. Jane Landry From: Justin Rabidoux <jabidoux@sburl.com> Sent: Tuesday, May 01, 2018 1:14 PM To: Dereck Woolridge Cc: Peter Cross; ray; Paul Conner Subject: RE: SunCap Property - Flow Calculations Good Afternoon Mr. Cross, In response to your April 15, 2018, letter I am confirming that the City of South Burlington's wastewater and water collection, treatment and distribution facilities still have sufficient capacity to serve your project. Regards, Justin Rabidoux, Director of Public Works From: Justin Rabidoux Sent: Thursday, December 31, 2015 7:31 AM To: Dereck Woolridge <DWoolridge@crossconsultingengineers.com> Cc: Peter Cross <PCross@crossconsultingengineers.com> Subject: RE: SunCap Property - Flow Calculations Dereck, Based on the information below I can confirm that, the City of South Burlington's wastewater and water collection, treatment and distribution facilities have sufficient capacity to serve your project. Justin From: Dereck Woolridge [mailto:DWoolridge0crossconsultingengineers.com] Sent: Wednesday, December 30, 2015 12:07 PM To: Justin Rabidoux <irabidoux(a@sburl.com> Cc: Peter Cross <PCross@crossconsultingenaineers.com> Subject: SunCap Property - Flow Calculations Hi Justin, I received your voicemail requesting information on how we determined the sewer flow and water demands. As this is for our due diligence report and not a formal request for allocations of the City, we used a very broad estimate. At our meeting a few weeks ago, it was stated that about 100 employees are on the largest shift. I assumed 125 employees on the first shift, 75 on the second, and 50 on the third, for a total of 250 employees per day. At 15 gpd per employee, a total demand of 3750 gpd is needed. I rounded up to 4000 gpd. This request is only to determine if the City has the capacity should the development of the lot proceed, and is non -binding and not a commitment to serve the property. We will formally request allocations at a later date and provide detailed and accurate calculations for your review. If you need anything else, please contact me. Thanks, Dereck Dereck Woolridge, P.E. Project Manager Cross Consulting Engineers, P.C. 103 Fairfax Road, St. Albans, VT 05478 Ph: (802) 524-2113 www.crossconsultincencineers com Connect with me on Unkedln Engineering Department 800 Hinesburg Rd South Burlington, VT 05403 Cross Consulting Engineers, P.0 103 Fairfax Road St. Albans, VT 05478-6271 1 /4/2016 ATTENTION: Dereck Woolridge, PE Project: SunCap Property Group- South Burlington, VT Dear Mr. Woolridge: The FairPoint Engineering Department received notice for the proposed project in South Burlington, VT. Telecommunication services to this project will be available from various locations, a specific location will be determined from an on site meeting prior to construction. If you decide to go underground, the developer will be responsible for all conduit work necessary to provide telecommunications. FairPoint welcomes the opportunity to provide telecommunication services to new customers. Our commitment is to provide quality and timely public access to the local and long distance telephone/information network. Please provide me with your schedule when it is finalized. I can be reached at 802-951- 1561, weekdays. Thank you. Sincerely, Melissa Rudnick FairPoint — Outside Plant Engineer cc: Outfile j VermontGas May 14, 2018 Peter Cross Cross Consulting Engineers, P.C. 103 Fairfax Road St. Albans, VT 05478-6271 RE: Ability to Serve and Energy Efficiency - Act 250 Criteria 9(F) and 9(J) PROJECT: FedEx Distribution Center Technology Park, South Burlington. Dear Peter, Vermont Gas Systems (VGS) will be pleased to provide natural gas service for the above referenced project. We have reviewed the proposed building site and have determined that a feasibility study will not be required. The necessary infrastructure is very close to the proposed site, and we can serve the additional load of the proposed project without affecting our present firm customers. This is the information you've requested regarding the 9(J) portion of the above referenced Act 250 permit application. In addition to demonstrating that VGS has the ability to provide natural gas service to your site and project, as required in Criterion 9(J), Act 250 will also require you to demonstrate, under Criterion 9(F), that your project is designed to utilize energy in an efficient manner. Technical assistance to meet the State Energy Code and life cycle cost analyses are available through Vermont Gas' energy efficiency programs. A copy of the 2011 Vermont Commerical Building Energy Standards may be viewed by going to http://www2.iccsafe.oM/states/vermont/Energy/energy frameset.htm. Incentives may also be available for measures clearly exceeding the Act 250 permit requirements. It is our hope that Vermont Gas can help you not only comply with the Act 250 permit requirements, but help your building projects be very energy efficient, with low operating costs. VGS' Energy Services Engineers work together with Efficiency Vermont project managers to assist customers gas energy conservation initiatives. VGS also works with the Burlington Electric Department's energy efficiency engineers to assist natural gas customers in the City of Burlington. For more information, or for assistance with the energy efficiency of your project, please contact Ray Keller at Vermont Gas at (802) 863-4511 ext. 389 or by e-mail at RKelleravermontgas.com. For Efficiency Vermont contact Tim Perrin (888) 921-5990 ext. 1158 or by e-mail at T Perri nOveic. o rg), and for the Burlington Electric Department contact Chris Burns (802) 865-7337 or by e-mail at CBurns,oburlinotonelectric.com). Please don't hesitate to call me at (802) 951-0369, if you have any questions regarding natural gas service to your property or for an application to receive natural gas. Sincerely, Jg k,c , 4 Dale Lavalley Commercial Sales Representative 85 SwiR Street, South Burlington, VT 05403 802-863-4511 • 800-639-8081 • www_vermontgas_com W. Steven Litkovitz Direct Dial Number: Electrical Engineer (802) 655-8796 steve.litkovitz@greenmountainpower.com Green Mountain Power 163 Acorn Lane Colchester Vermont 05446-6611 www.greenmountainpower.com May 15, 2018 Mr. Peter H. Cross, P.E. Cross Consulting Engineers, P.C. 103 Fairfax Road St. Albans, VT 05478-6271 Dear Mr. Cross: Green Mountain Power Corporation (GMP) is in receipt of your letter, dated April 25, 2018, regarding the possible construction of a FedEx facility on Lots 9, 10, and 11 of Technology Park on Community Drive in South Burlington, Vermont. By this letter, GMP confirms that three-phase power is available at this location. Please feel free to contact me if you have any questions. I will also be able to assist you with an ability-to serve determination once load information becomes available. Joe Bobee of our office will be able to assist you with the specifics regarding service design, cost and location. Respectfully, Steve Litkovitz cc: Joe Bobee \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018- 10-01.docx 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Mr. Peter Cross Cross Consulting Engineers 103 Fairfax Road St Albans City, VT 05478 Date: October 1, 2018 Project #: 57831.03 From: David Saladino, P.E., AICP Jenny Austin, P.E. Re: Proposed FedEx Ground Distribution Center Traffic Impact Study Technology Park, South Burlington, VT VHB has prepared a Traffic Impact Study (TIS) for a proposed FedEx Ground Distribution Center to be located between I-89 and Community Drive in Technology Park in South Burlington, Vermont. The site has access onto Community Drive opposite the southeasterly 30 Community Drive access driveway. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center. This TIS includes the following sections: • A description of the existing roadway network in the vicinity of the site; • A review of the VTrans High Crash Location (HCL) Report and summary of HCLs along the project area; • A description of the proposed development program; • A trip generation summary for the proposed development program; • A description of the traffic network; • An evaluation of traffic operations within the study area for 2019 and 2024 weekday morning and evening peak hours; • A traffic signal warrant analysis for the Kimball Avenue / Gregory Drive / Community Drive (east) and Kimball Avenue / Community Drive (west) intersections for the No Build and Build scenarios; • Identified roadway and intersection geometric and traffic control modifications required to accommodate the Build condition; • A summary of anticipated City of South Burlington and VTrans Traffic Impact Fees; and • Conclusions and recommendations to support the project. As part of this study, a total of seven intersections were evaluated and summarized in regard to level of service (LOS), average delay, and volume-to-capacity ratio in order to estimate how the proposed project impacts the local street network. Additional reviews and evaluations are contained within this report which summarize the existing and proposed project area as it relates to traffic and safety impacts. The general project area and traffic study intersections are shown below in Figure 1Error! Reference source not found.. Ref: 57831.01 October 1, 2018 Page 2 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 1: Project Location and Study Area Intersections EXISTING CONDITIONS The site is located between the southeastern corner of Community Drive and I -89 in Technology Park in South Burlington, Vermont. The existing full access site driveway is located opposite the existing southeasterly driveway for the businesses at 30 Community Drive. Adjacent Roadway Characteristics Kimball Avenue is a two-lane roadway (one lane in each direction) that provides an east-west connection between Kennedy Drive to the west and Marshall Avenue to the east. The posted speed limit along Kimball Avenue, adjacent to Community Drive, is 40 miles per hour (mph). A 10-foot wide multi-use path is provided along the south side of Kimball Avenue in the vicinity of Community Drive (from a point approximately 550 feet west of Community Drive (west) to a point approximately 250 feet east of Community Drive (east) / Gregory Drive). A sidewalk is provided along the northern side of Kimball Avenue from Comcast Drive to a point approximately 300 feet east of Community Drive Ref: 57831.01 October 1, 2018 Page 3 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx (east) / Gregory Drive. No crosswalks are currently provided on Kimball Avenue in the vicinity of Community Drive. Land uses along Kimball Avenue are primarily commercial and light industrial. Airport Drive and Kennedy Drive intersect US 2 from the north and south respectively to form a 4-way signalized intersection. US 2 provides a left-turn lane, a through lane and a shared through/right lane in both the eastbound and westbound directions. Airport Drive and Kennedy Drive both provide a left -turn lane, a through lane, and a right-turn lane. The traffic signal provides an exclusive pedestrian phase. Kimball Avenue and Bayberry Lane intersect Kennedy Drive from the east and west respectively to form a 4-way signalized intersection approximately 1,000 feet south of US 2. Kennedy Drive provides a left-turn lane, two through lanes and a right-turn lane in the northbound direction and a left-turn lane, a through lane, and a shared through/right lane in the southbound direction. Kimball Avenue provides a left-turn lane and a shared through/right lane in the westbound direction while Bayberry Lane provides a single multiuse lane in the eastbound direction. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Community Drive intersects Kimball Avenue at two locations. T he western terminus of Community Drive intersects Kimball Avenue to form a 3-way unsignalized intersection, with Comcast Drive intersecting Kimball Avenue from the north approximately 160-feet to the east of Community Drive. Kimball Avenue provides a shared through/right lane in the eastbound direction and a left-turn lane and a through lane in the westbound direction. Community Drive provides a left-turn lane and a right-turn lane and operates under stop control. The second Community Drive intersection with Kimball Avenue is located approximately 1,500 feet to the east of the 3-way intersection. The eastern Community Drive intersection with Kimball Avenue and Gregory Drive is a 4-way stop- controlled intersection. Kimball Avenue provides a left-turn lane and a shared through/right lane in the east and westbound directions. Gregory Drive provides a single multiuse lane in the southbound direction while Community Drive provides a left-turn lane and a shared through/right lane in the northbound direction. To the east in Williston, South Brownell Road intersects Marshall Avenue to form a 4-way signalized intersection. Both the eastbound and westbound approaches on Marshall Avenue provide a single multiuse lane. The northbound approach on South Brownell Road provides a shared left/through lane and a right-turn lane while the southbound approach provides a multiuse lane. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Further east, Marshall Avenue terminates at the signalized intersection of VT 2A with Maple Tree Place. Marshall Avenue provides a left-turn lane, a through lane and a right-turn lane in the eastbound direction. Maple Tree Place provides two left-turn lanes and a shared through/right lane in the in the westbound direction. VT 2A provides a left- turn lane, a through lane and a shared through/right lane in the southbound direction and a left-turn lane, a through lane, and a right-turn lane in the northbound direction. The traffic signal provides an exclusive pedestrian phase. Ref: 57831.01 October 1, 2018 Page 4 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CRASH SUMMARY A review of VTrans’ most recent High Crash Location (HCL) Report1 revealed that there is one study area intersection classified as an HCL (VT 2A at Marshall Avenue and Maple Tree Place) and one roadway segment at a study area intersection that is classified as a HCL (US 2 between milemarker 1.658 and 1.958). Table 1 summarizes the two HCL locations at study area intersections. In addition, the VTrans Public Crash Data Query Tool2 was reviewed to investigate project area HCLs for the most recent five-year data (2013-2017). The resulting findings are shown in Table 2. Additional detail of HCL crashes within the project area are included in the Appendix. Table 1: High Crash Locations at Study Area Intersections Table 2: Summary of 5-Year Mapped Crash Data for Project Area HCLs 1 High Crash Location Report: Sections and Intersections. 2012-2016. VTrans Office of Highway Safety Division. 2 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/20/2018. Rank HCL Type Route Town Mileage AADT Crashes Injuries*Ratio Actual/ Critical 42 intersection VT 2A - Marshall Ave.Williston 3.320 - 3.340 31,000 61 5 1.427 444 section US 2 South Burlington 1.658 - 1.958 16,190 75 14 1.298 * No fatalities at HCLs listed High Crash Location VT 2A & Marshall Avenue US 2 segment, mm 1.658 - 1.958 type intersection segment Number of 5 year mapped crashes (2013-2017)55 60 Property Damage Only 93%80% Injury 7%20% Rear End (65%)Rear End (35%) Same Direction Sideswipe (13%)Same Direction Sideswipe (23%) Left Turn and Thru (5%)Left Turn and Thru (15%) Head On (5%)Thru moves only (10%) Rain or Freezing Precipitation 5%7% Wet, Snow, Slush, Ice 9%23% Surface Condition Weather Crash Type Top Four Collision Types Ref: 57831.01 October 1, 2018 Page 5 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx PROPOSED DEVELOPMENT The site is located in Technology Park on the southeastern portion of Community Drive adjacent to I-89. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center with full access and egress at the existing Community Drive driveway, located opposite the southeasterly driveway to the 30 Community Drive businesses. The proposed site layout is shown in Figure 2. Figure 2: Proposed Site Plan Ref: 57831.01 October 1, 2018 Page 6 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP GENERATION Trip generation estimates were obtained from FedEx for this facility based internal logistics planning and represent full operations during peak seasonal operating conditions (i.e. Christmas holiday). The trip generation figures provided by FedEx and used in this traffic study are approximately 30% higher than ITE trip generation estimates for Land Use 155 – High-Cube Fulfillment Center Warehouse. Table 3 summarizes the trip generation estimates for the proposed development program. Approximately 90% of the daily trip generation from the site is anticipated to be comprised of automobiles and vans. Table 3: Trip Generation Summary Additional hourly trip generation estimates for the project are provided in the Appendix. Period Total Peak Hour Site Generated Trips Weekday Morning Peak Hour Enter 114 Exit 118 Total 232 Weekday Evening Peak Hour Enter 128 Exit 102 Total 230 Ref: 57831.01 October 1, 2018 Page 7 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP DISTRIBUTION The site-generated trips were distributed onto the adjacent street network based on a combination of anticipated vehicle trip routing and existing travel patterns within the project study area. Trips were distributed to the roadway network as shown in Figure 3. Figure 3: Site Generated Trip Distribution TRAFFIC NETWORK The weekday morning and evening peak periods were selected for analysis purposes as they represent the peak conditions for the site-generated traffic and the adjacent street system. Turning movement traffic counts collected by VTrans and VHB during the weekday morning and evening peak periods were used as the basis for the capacity analyses. To evaluate the impact of the proposed development within the study area, the peak hour traffic volumes were projected to the opening year (2019) of the development and a 5-year forecast horizon (2024). Seasonal Variation Since it is impractical to design for the highest volume encountered during the year, VTrans gu idelines recommend a compromise between capacity and cost. Design Hourly Volume (DHV) criteria allow roads to be designed for the 30th Ref: 57831.01 October 1, 2018 Page 8 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx highest hourly volume of the year. Data obtained on the VTrans Transportation Data Management System3 was used to establish appropriate DHV adjustment factors. DHV adjustment factors for the study area intersections range from 1.00 to 1.16 and can be found in the Appendix. Background Growth Background traffic growth is a function of expected land development in the region. To predict a rate at which traffic can be expected to grow during the forecast period, historical traffic growth was examined. The regression analysis chart in the 2016 VTrans Redbook4 suggests a background growth rate of 1.03 for projecting traffic volumes from 2019 to 2024. No Build and Build Traffic Networks The 2024 No Build traffic volumes were developed by applying the growth factors from the VTrans regression analysis chart to DHV-adjusted peak hour traffic volumes. Based on the expected trip distribution, the site-generated trips were added to the 2019 and 2024 No Build peak hour traffic volumes to establish the 2019 and 2024 Build networks. It should be noted that no reduction of traffic was taken for the removal of the existing FedEx Ground facility on Marshall Avenue in Williston to provide a conservative evaluation for the Build condition. The 2019 and 2024 No Build and Build weekday morning and evening DHVs are provided in the Appendix. TRAFFIC ANALYSES Intersection Capacity Analyses Intersection capacity analyses were performed for the study area intersections. Levels of service (LOS) were calculated based on the criteria published in the 2000 Highway Capacity Manual5. Level of service is the term that defines the conditions that may occur on a given roadway or at an intersection when accommodating various traffic volume loads . Levels of service range from A to F with LOS A representing free-flowing operating conditions and LOS F representing highly-congested conditions. Copies of the LOS calculations have been provided in the Appendix. As described previously, the traffic evaluation is based on the FedEx Full Phase traffic flow projections, which are expected to represent peak operational conditions such as the holiday shipping period. Additionally, no reduction was taken for the removal of the existing FedEx Ground facility that will be vacated upon opening the proposed facility on Community Drive. Therefore, the traffic operations reported herein represent peak conditions for the full build out of the FedEx facility. Lower traffic volume demands and better traffic operations are expected during the majority of the year and prior to the full build out of the facility. Table 4 and Table 5 summarize the operational analysis at the signalized and unsignalized study area intersections, respectively. Signalized intersections are summarized by overall traffic operations of the intersection, and unsignalized intersections are summarized by approach traffic operations. 3 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/26/18. 4 Continuous Traffic Counter Report (The Redbook), Based on 2016 Traffic Data. Vermont Agency of Transportation, August 2017. 5 Highway Capacity Manual, Federal Highway Administration, Transportation Research Board, 2000. Ref: 57831.01 October 1, 2018 Page 9 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 4: Signalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.55 28 C 0.58 29 C Airport Dr Evening 0.63 38 D 0.64 38 D 2. Kennedy Dr at Morning 0.53 29 C 0.57 30 C Kimball Ave / Bayberry Ln Evening 0.61 34 C 0.65 39 D 5. Marshall Ave at Morning 0.44 12 B 0.48 12 B S. Brownell Rd Evening 0.7 14 B 0.72 15 B 6. VT 2A at Marshall Ave / Morning 0.77 97 F 0.79 98 F Maple Tree Pl Evening 0.89 114 F 0.91 123 F Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.57 29 C 0.60 30 C Airport Dr Evening 0.65 38 D 0.67 38 D 2. Kennedy Dr at Morning 0.55 30 C 0.59 30 C Kimball Ave / Bayberry Ln Evening 0.63 36 D 0.67 40 D 5. Marshall Ave at Morning 0.45 12 B 0.49 13 B S. Brownell Rd Evening 0.71 15 B 0.74 16 B 6. VT 2A at Marshall Ave / Morning 0.79 92 F 0.82 93 F Maple Tree Pl Evening 0.91 125 F 0.94 126 F * volume to capacity ratio ** delay per vehicle, in seconds *** level of service 2024 Build2024 No Build 2019 No Build 2019 Build Ref: 57831.01 October 1, 2018 Page 10 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.33 0 A 0.37 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 19 0.27 25 NB right from Community Dr 0 0 0 12 EB from Kimball Ave Evening 0.27 0 A 0.31 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.41 0 0.41 0 NB left from Community Dr 0.32 29 0.58 45 NB right from Community Dr 0.03 11 0.04 11 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.09 9 0.10 9 EB through/right from Kimball Ave 0.59 16 0.63 18 WB left from Kimball Ave 0.15 9 0.23 11 WB through/right from Kimball Ave 0.62 17 0.66 19 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.04 9 0.15 10 SB from Gregory Dr 0.30 12 B 0.33 13 B EB left from Kimball Ave Evening 0.11 10 0.11 11 EB through/right from Kimball Ave 0.77 28 0.82 34 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.79 30 0.83 35 NB left from Community Dr 0.29 13 0.31 14 NB right from Community Dr 0.24 11 0.34 13 SB from Gregory Dr 0.29 14 B 0.34 15 B 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.03 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A B B A A B B D D D D A 2019 No Build B C C C 2019 Build AA A A C C EC Ref: 57831.01 October 1, 2018 Page 11 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5 Continued: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.34 0 A 0.38 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 20 0.28 26 NB right from Community Dr 0 0 0.01 12 EB from Kimball Ave Evening 0.28 0 A 0.32 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.42 0 0.42 0 NB left from Community Dr 0.34 31 0.62 50 NB right from Community Dr 0.04 11 0.04 12 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.10 9 0.10 10 EB through/right from Kimball Ave 0.61 17 0.66 20 WB left from Kimball Ave 0.16 9 0.24 11 WB through/right from Kimball Ave 0.65 18 0.69 21 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.05 9 0.15 10 SB from Gregory Dr 0.31 13 B 0.35 14 B EB left from Kimball Ave Evening 0.11 10 0.12 11 EB through/right from Kimball Ave 0.81 32 0.86 39 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.83 34 0.87 40 NB left from Community Dr 0.31 14 0.32 14 NB right from Community Dr 0.25 12 0.36 13 SB from Gregory Dr 0.31 14 B 0.35 15 C 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.04 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A A B C D E B B A A A A D D E C C A B C C D E 2024 No Build A 2024 Build Ref: 57831.01 October 1, 2018 Page 12 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx SIGNAL WARRANTS Signal warrant evaluations were conducted for the two Community Drive intersections with Kimball Avenue to determine if a traffic signal may be warranted under the No Build and/or Build scenarios utilizing the Manual on Uniform Traffic Control Devices (MUTCD) 6, chapter 4C: Traffic Control Signal Needs Studies methodology. Twelve- hour traffic counts conducted at both intersections on Wednesday, April 25, 2018 were used as the basis for signal warrant evaluations. The following summarizes the signal warrant analysis results: • Kimball Avenue/Community Drive (west): o No signals warrants are met for either No Build or Build scenarios. • Kimball Avenue/Community Drive (east)/Gregory Drive: o Warrant 1B (8-hour) met for 80% volumes for all 2019 and 2024 No Build and Build scenarios. o Warrant 3 (peak hour) met for all 2019 and 2024 No Build and Build scenarios. In addition to the above, Warrant 4 (Pedestrian Volumes) and Warrant 7 (Crash Experience) were evaluated and are included in the Appendix. The remainder of the Warrants were not applicable for the given intersections and were therefore not evaluated. PROPOSED TRAFFIC MITIGATION The Kimball Avenue/Community Drive (east)/Gregory Drive intersection eastbound and westbound approaches are projected to operate at LOS E conditions for the 2024 Build scenario during the evening peak hour. As noted in the previous section, traffic signal warrant analyses suggest that both the eight-hour and peak-hour signal warrants are met at this intersection under all No Build and Build scenarios. With a fully-actuated traffic signal in place, the intersection is anticipated to operate at LOS B during peak hours. Based on these results it is recommended that a traffic signal be installed at this intersection. Also, to fully accommodate truck turning movements at this intersection, curb radii will be expanded in the southwest and southeast quadrants of the intersection and stop bars will be relocated on several approaches, as shown in Figure 4 on the following page. Additionally, traffic signal timing optimization at the US 2A/Marshall Avenue intersection was estimated to improve conditions at this intersection, with LOS improving from a LOS F to LOS E during 2024 peak hour conditions. This optimization generally occurs during routine VTrans traffic signal maintenance operations. 6 MUTCD - 2009 Edition. Federal Highway Administration. 2009 with revision numbers 1 and 2 incorporated, dated May 2012. Ref: 57831.01 October 1, 2018 Page 13 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 4: Proposed Intersection Geometric Modifications - Kimball Ave/Gregory Drive/Community Drive Ref: 57831.01 October 1, 2018 Page 14 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRANSPORTATION IMPACT FEES The City of South Burlington’s Impact Fee Ordinance7 was reviewed to estimate transportation impact fees associated with this project. The South Burlington impact fee is calculated based on the weekday evening peak hour vehicle trip ends, based on the conservative FedEx full phase expected trip generation, is shown in Table 6 below. The Applicant and the City should discuss how much of this Traffic Impact Fee can be applied towards the intersection upgrades at the Kimball Avenue/Community Drive/Gregory Drive intersection. Table 6: Anticipated South Burlington Transportation Impact Fees During the Act 250 permitting phase, VTrans may choose to apply traffic impact fees per Act 145 legislation for state- programmed projects that would see some of the trips generated by proposed development. A summary of anticipated transportation impact fees due to Act 145 is shown in Table 7. Projects listed and project impact fee rates were determined using the VTrans Act 145 Projects and Fees map8. Table 7: Anticipated VTrans Act 145 Transportation Impact Fees 7 City of South Burlington Impact Fee Ordinance. City of South Burlington, Vermont, amended May 19, 2014. 8 Act 145 Transportation Impact Fee Map. Vermont Agency of Transportation. http://vtrans.maps.arcgis.com/apps/webappviewer/index.htm (queried 05/21/2018). PM Peak Hour Peak Hour Trips 230 Impact Fee Rate, per new peak hour trip $999.86 Project Impact Fee $229,968 New traffic signal at US 2 / Trader Lane Improvements to I-89 Exit 12 & VT2A intersections VT 2A / Industrial Ave / Mountain View Dr. intersection VT 2A safety Improvements (River Cove Rd to Eastview Circle) STPG 5500(14)NH 5500(18)STP 5500(17)STP HES 5500(12) $210 $243 $252 $189 7 58 23 23 $1,470 $14,094 $5,796 $4,347 Total Act 145 Transportation Impact Fee:$25,707 VTrans Project Number Associated Transportation Impact Fee Project Impact Fee (per PM peak hour trip) PM Peak site generated trips at project location Ref: 57831.01 October 1, 2018 Page 15 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CONCLUSIONS The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center in the southeast corner of Community Drive in Technology Park in South Burlington, Vermont. The trip generation estimates provided by FedEx indicate that the proposed development will generate approximately 232 trips during the weekday morning peak hour and 230 trips during the weekday evening peak hour during peak operational periods of the year. Typical operations during non-peak shipping periods are expected to generate far less traffic. Additionally, it should be noted that to be conservative the operational analysis assumes no reduction of volumes due to the relocation of the existing FedEx Ground facility located on Marshall Avenue in Williston. Access and egress to and from the site will be provided via a full access driveway located on Community Drive opposite the southeasterly driveway to 30 Community Drive. Sight lines at the proposed site driveway exceed AASHTO’s recommended guidelines. Following a capacity analysis at seven study area intersections under 2019 and 2024 No Build and Build scenarios during the morning and evening peak hours, and completion of traffic signal warrants at th e two Kimball Avenue/Community Drive intersections, we recommend that a fully-actuated traffic signal be installed at the Kimball Avenue/Community Drive/Gregory Drive intersection to maintain optimal traffic operating conditions in the study area. In summary, with the proposed traffic mitigation improvement listed above, the proposed development is not anticipated to have an adverse effect on traffic operations or safety on the adjacent roadway network. Remainder of Traffific Impact Study, containing the Technical Appendices, is included with the electronic submission, and not printed. Please refer to the PDF included with the submission. SunCap Property Group Distribution Facility South Burlington, Vermont * * * * * * * * * * Application for Sketch Plan Review Prepared September 2018 By CROSS CONSULTING ENGINEERS, P.C. 103 Fairfax Road St. Albans, Vermont 05478-6271 Telephone: (802) 524-2113 Facsimile: (802) 524-9681 E-mail: dwoolridge@crossconsultingengineers.com As Project Number 15011 SunCap Property Group September 2018 Distribution Facility Project: 15011 South Burlington, VT List of Application Materials Sketch Plan Application List of Abutting Property Owners Consultants Sketch Plan Narrative Ability to Serve Letters Traffic Impact Study Sketch Plan, dated 2018-10-01 Landscape Plan, dated 2018-09-28 Elevations, dated 2018-05-01 Height Diagram Subdivision Plan, dated 2018-10-01 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com Permit Number SD-______-__________ (office use only) APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax#) __________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 2) LOCATION OF LAST RECORDED DEED(S) (Book and page #)_________________________________________ 3) APPLICANT (Name, mailing address, phone and fax #)______________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 4) APPLICANT’S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.)_____________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 5) CONTACT PERSON (Name, mailing address, phone and fax #)________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 5a) CONTACT EMAIL ADDRESS ___________________________________________________________ 6) PROJECT STREET ADDRESS:__________________________________________________________________ ___________________________________________________________________________________________ 7) TAX PARCEL ID # (can be obtained at Assessor’s Office)__________________________________________ 8) PROJECT DESCRIPTION a) General project description (explain what you want approval for): ___________________________________________________________________________________________ 2 Sketch Plan Application Form. Rev. 2-2018 ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ b) Existing Uses on Property (including description and size of each separate use)________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ c) Proposed Uses on property (include description and size of each new use and existing uses to remain) ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ d) Total building square footage on property (proposed buildings and existing buildings to remain) ___________________________________________________________________________________________ e) Proposed height of building (if applicable) _____________________________________________________ f) Number of residential units (if applicable, new units and existing units to remain) ______________________ ___________________________________________________________________________________________ g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable)_______________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 9) LOT COVERAGE a) Building: Existing________ % Proposed_________% b) Overall (building, parking, outside storage, etc) Existing________% Proposed_________% c) Front yard (along each street) Existing________% Proposed_________% 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.)___________________________________________________________________________________ ___________________________________________________________________________________________ ___________________________________________________________________________________________ 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.)None: sewer and water services from the building will connect to public mains within Community Drive ROW; Current ROW for Community Way will not be dedicated to City and will be merged with lots. 12) ESTIMATED PROJECT COMPLETION DATEJUne 2020 13) PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Three (3) regular size copies, one reduced copy (11" x 17"), and one digital (PDF-format) copy of the plans must be submitted. The application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. NOTE: NOTIFICATION of ADJOINING PROPERTY OWNERS: Notification of adjoining property owners, in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations, is the responsibility of the applicant. After deeming an application complete, the Administrative Officer will provide the applicant with a draft meeting agendas or public hearing notice and sample certificate of service. The sworn certificate of service shall be returned to the City prior to the start of any public hearing. I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGNATURE APPLICANT SIGN RE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: I have reviewed this sketch plan application and find it to be: ❑Complete incomplete Administrative Officer Date The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Sketch Plan Application Form. Rev. 2-2018 Green Mountain Power Corporation 163 Acorn Lane Colchester, VT 05446 LNP, Inc. 390 Boyer Circle Williston, VT 05495 Lund Family Center 50 Joy Drive So. Burlington, VT 05403 Parkview at Ticonderoga 885 Rt. 67 Ballston Spa, NY 12020 Washburn, Christopher 204 Boyer Circle Williston, VT 05495 Green Acres, Inc. 210 3rd St. West, Apt. 3308 Bradenton, FL 34205 Mary Ann Shepard Revocable Trust 1655 Marshall Ave Williston, VT 05495 Rieley Cohen Partnership 200 Boyer Circle Williston, VT 05495 North Street Prop, LLC 3340 North Street Montpelier, VT 05602 30 Community Drive, LLC 55 Community Drive, Suite 402 South Burlington, VT 05403 City of South Burlington 575 Dorset Street South Burlington, VT 05403 State of Vermont Agency of Transportation 1 National Life Dr. Montpelier, VT 05633 Pizzagalli Properties, LLC 1680 Shelburne Rd. South Burlington, VT 05403 Burlington Properties, LTD 85 Meadowland Drive So. Burlington, VT 05403 List of Abutters, dated October 1, 2018 SunCap Property Group September 2018 Distribution Facility Project: 15011 South Burlington, VT Consultants Civil Engineer: Cross Consulting Engineers, P.C. 103 Fairfax Road St. Albans, VT 05478 (802) 524-2113 Lead: Peter Cross, P.E., PLS Architect, Landscape Architect: S2 Architecture 5224 Shelburne Road Shelburne, VT 05482 (802) 985-5595 Lead: Steven Schenker, AIA, LEED Traffic, Wetlands: VHB 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403 (802) 497-6121 Lead: David Saladino, P.E., AICP Technology Park Surveyor: Trudell Consulting Engineers 478 Blair Park Road Williston, VT 05495 (802) 879-6331 Lead: Jeremy Matosky, P.E. SunCap Property Group September 2018 Distribution Facility, Sketch Plan Application Project 15011 South Burlington, VT Page 1 Narrative Description of Project Lots 9, 10, and a portion of lots 8B and 11 are proposed to be merged into a lot of approximately 43.4 acres. The applicant requests to terminate the offer of dedication of Community Way, as this area is required for development. The cul- de-sac no longer serves its original purpose of providing access to Lots 9 and 10. A building of approximately 144,000 square feet will be constructed for use as a warehousing and distribution center. The existing FedEx Ground facility is located on the Williston side of Muddy Brook. FedEx Ground plans to relocate to this proposed facility. Based on the requirements provided by the proposed tenant, 209 parking spaces around the building are required for the numerous trailers, delivery vans, dollys, and tractors that are used in their operations. An employee and visitor parking lot is also proposed and will contain 299 spaces. The existing recreation path will remain with minor adjustments to its location to allow for the development of the lots. Earlier this year, VHB delineated several wetland areas on the property, and verified the delineation with the State of Vermont. The State determined that the wetlands were Class 3 wetlands, except for the wetlands along Muddy Brook, which are Class 2 wetlands. The layout of the project has been revised and adjusted to minimize the impacts to wetlands, while allowing for the development of the lots. VHB also prepared a traffic impact study of the proposed development and determined that a traffic signal is warranted at the intersection of Kimball Avenue and Community Drive. Additionally, the radii on Community Drive would need to be enlarged to allow tractor-trailers to move through the intersection. This will require boundary line adjustments on the two southern lots at the intersection. The Division for Historic Preservation at the State of Vermont has requested that a complete archaeology study be performed of the lots. UVM was contracted to survey and remove artifacts. The field work has been completed and their final report is being prepared. The stormwater management system will consist of sheet flow to catch basins, conveyance by storm drain pipes to a gravel wetland, which would discharge into Muddy Brook at the northeast corner of the property. The existing soil is classified as HSG ‘D’ and has poor infiltration capacity as well as a high SunCap Property Group September 2018 Distribution Facility, Sketch Plan Application Project 15011 South Burlington, VT Page 2 seasonal ground water table. The soil prevents the use of infiltration practices such as bioretention and infiltration trenches. Utility companies, including Fairpoint, Vermont Gas, and Green Mountain Power were contacted for their ability to serve the project. Their positive confirmation letters are included in this application. The City of South Burlington has also stated that adequate capacity exists in the municipal water and sewer systems to serve the project. Applicable Standards Floodplain Overlay District: No development is proposed within the overlay district. Interstate Highway Overlay District: Buildings, parking areas, and access drives are located outside of the overlay district. The existing recreation path within the district will be relocated to accommodate landscaping berms, but will remain within the district. Transit Overlay District: While a portion of the existing lots are located within the district, no portion of the building falls within the district, and therefore, the project is not subject to its requirements. However, the project does propose pedestrian connections to the public right-of-way from the building. Surface Water Protection Standards: The project will obtain a Stormwater Permit to Discharge (3-9015) from the State of Vermont, as well as a 404 Permit from the US Army Corps of Engineers. Article 13 – Supplemental Regulations and Article 14 – Site Plan Review • Section 3.06.H: The impervious coverage in the front yard is 30%. • Section 3.15.C: The building will comply with the Commercial Building Energy Standards Stretch Code Guideline. • Section 6.05.C(2) Parking is to be located to the side or rear of buildings (except per Article 14). This parking complies with the exemptions within Article 14. • Section 10.04.C (1) No building or structure including parking areas may be located within the Interstate Highway Overlay district (150 feet from Interstate right-of-way). • Section 10.05.D The project provides sidewalks from the public right-of-way to the main entrance of the building. SunCap Property Group September 2018 Distribution Facility, Sketch Plan Application Project 15011 South Burlington, VT Page 3 • Section 13.01.B, Table 13–2: Required parking is about 72 spaces based on warehousing. FedEx Ground requires about 300 spaces to meet their peak parking demand, based on other facilities around the country. • Section 13.01.G (4) Separate pedestrian facilities (crosswalks, sidewalks, etc.) are provide within the parking areas. • Section 13.01.G (5) At least 1 bicycle parking or storage facility is provided. • Section 13.06.B(1) Landscaping around parking areas are setback from pavement to allow for snow removal. • Section 13.06.B(2) Interior, landscaped islands are provided to meet the requirements listed. • Section 13.06.B(4)(b) The landscape plan shows the proposed location of trees. • Section 13.14.C, Table 10: 1 per 20k SF (2 min.); About 7 short-term bicycle parking spaces are required, and an area near the employee entrance has been provided. Two long-term bicycle storage lockers are also required and will be incorporated into the building design. • Section 13.14.C, Table 11: For 2 long-term storage lockers, only 1 clothes locker is required. The building design will include this locker. • Section 13.17.B(4) A fence over 4 feet in height requires a zoning permit. The proposed fence is to be 8 feet high. • Section 13.17.C(1) Barbed wire fences are prohibited, and is not proposed. • Section 14.06.B(2)(b)(vii) allows for parking to be in the front setback within the mixed Industrial-Commercial district, but only up to 25% of the total parking. The parking within the front yard must also be screened, and a pedestrian access is required. The total number of spaces within the project is 508; the front yard contains 100 spaces, or 20%. • Appendix C, Table C–2 provides the dimensional requirements. Maximum coverage is 70%. The maximum building coverage is 28%. Jane Landry From: Justin Rabidoux <jabidoux@sburl.com> Sent: Tuesday, May 01, 2018 1:14 PM To: Dereck Woolridge Cc: Peter Cross; ray; Paul Conner Subject: RE: SunCap Property - Flow Calculations Good Afternoon Mr. Cross, In response to your April 15, 2018, letter I am confirming that the City of South Burlington's wastewater and water collection, treatment and distribution facilities still have sufficient capacity to serve your project. Regards, Justin Rabidoux, Director of Public Works From: Justin Rabidoux Sent: Thursday, December 31, 2015 7:31 AM To: Dereck Woolridge <DWoolridge@crossconsultingengineers.com> Cc: Peter Cross <PCross@crossconsultingengineers.com> Subject: RE: SunCap Property - Flow Calculations Dereck, Based on the information below I can confirm that, the City of South Burlington's wastewater and water collection, treatment and distribution facilities have sufficient capacity to serve your project. Justin From: Dereck Woolridge [mailto:DWoolridge0crossconsultingengineers.com] Sent: Wednesday, December 30, 2015 12:07 PM To: Justin Rabidoux <irabidoux(a@sburl.com> Cc: Peter Cross <PCross@crossconsultingenaineers.com> Subject: SunCap Property - Flow Calculations Hi Justin, I received your voicemail requesting information on how we determined the sewer flow and water demands. As this is for our due diligence report and not a formal request for allocations of the City, we used a very broad estimate. At our meeting a few weeks ago, it was stated that about 100 employees are on the largest shift. I assumed 125 employees on the first shift, 75 on the second, and 50 on the third, for a total of 250 employees per day. At 15 gpd per employee, a total demand of 3750 gpd is needed. I rounded up to 4000 gpd. This request is only to determine if the City has the capacity should the development of the lot proceed, and is non -binding and not a commitment to serve the property. We will formally request allocations at a later date and provide detailed and accurate calculations for your review. If you need anything else, please contact me. Thanks, Dereck Dereck Woolridge, P.E. Project Manager Cross Consulting Engineers, P.C. 103 Fairfax Road, St. Albans, VT 05478 Ph: (802) 524-2113 www.crossconsultincencineers com Connect with me on Unkedln Engineering Department 800 Hinesburg Rd South Burlington, VT 05403 Cross Consulting Engineers, P.0 103 Fairfax Road St. Albans, VT 05478-6271 1 /4/2016 ATTENTION: Dereck Woolridge, PE Project: SunCap Property Group- South Burlington, VT Dear Mr. Woolridge: The FairPoint Engineering Department received notice for the proposed project in South Burlington, VT. Telecommunication services to this project will be available from various locations, a specific location will be determined from an on site meeting prior to construction. If you decide to go underground, the developer will be responsible for all conduit work necessary to provide telecommunications. FairPoint welcomes the opportunity to provide telecommunication services to new customers. Our commitment is to provide quality and timely public access to the local and long distance telephone/information network. Please provide me with your schedule when it is finalized. I can be reached at 802-951- 1561, weekdays. Thank you. Sincerely, Melissa Rudnick FairPoint — Outside Plant Engineer cc: Outfile j VermontGas May 14, 2018 Peter Cross Cross Consulting Engineers, P.C. 103 Fairfax Road St. Albans, VT 05478-6271 RE: Ability to Serve and Energy Efficiency - Act 250 Criteria 9(F) and 9(J) PROJECT: FedEx Distribution Center Technology Park, South Burlington. Dear Peter, Vermont Gas Systems (VGS) will be pleased to provide natural gas service for the above referenced project. We have reviewed the proposed building site and have determined that a feasibility study will not be required. The necessary infrastructure is very close to the proposed site, and we can serve the additional load of the proposed project without affecting our present firm customers. This is the information you've requested regarding the 9(J) portion of the above referenced Act 250 permit application. In addition to demonstrating that VGS has the ability to provide natural gas service to your site and project, as required in Criterion 9(J), Act 250 will also require you to demonstrate, under Criterion 9(F), that your project is designed to utilize energy in an efficient manner. Technical assistance to meet the State Energy Code and life cycle cost analyses are available through Vermont Gas' energy efficiency programs. A copy of the 2011 Vermont Commerical Building Energy Standards may be viewed by going to http://www2.iccsafe.oM/states/vermont/Energy/energy frameset.htm. Incentives may also be available for measures clearly exceeding the Act 250 permit requirements. It is our hope that Vermont Gas can help you not only comply with the Act 250 permit requirements, but help your building projects be very energy efficient, with low operating costs. VGS' Energy Services Engineers work together with Efficiency Vermont project managers to assist customers gas energy conservation initiatives. VGS also works with the Burlington Electric Department's energy efficiency engineers to assist natural gas customers in the City of Burlington. For more information, or for assistance with the energy efficiency of your project, please contact Ray Keller at Vermont Gas at (802) 863-4511 ext. 389 or by e-mail at RKelleravermontgas.com. For Efficiency Vermont contact Tim Perrin (888) 921-5990 ext. 1158 or by e-mail at T Perri nOveic. o rg), and for the Burlington Electric Department contact Chris Burns (802) 865-7337 or by e-mail at CBurns,oburlinotonelectric.com). Please don't hesitate to call me at (802) 951-0369, if you have any questions regarding natural gas service to your property or for an application to receive natural gas. Sincerely, Jg k,c , 4 Dale Lavalley Commercial Sales Representative 85 SwiR Street, South Burlington, VT 05403 802-863-4511 • 800-639-8081 • www_vermontgas_com W. Steven Litkovitz Direct Dial Number: Electrical Engineer (802) 655-8796 steve.litkovitz@greenmountainpower.com Green Mountain Power 163 Acorn Lane Colchester Vermont 05446-6611 www.greenmountainpower.com May 15, 2018 Mr. Peter H. Cross, P.E. Cross Consulting Engineers, P.C. 103 Fairfax Road St. Albans, VT 05478-6271 Dear Mr. Cross: Green Mountain Power Corporation (GMP) is in receipt of your letter, dated April 25, 2018, regarding the possible construction of a FedEx facility on Lots 9, 10, and 11 of Technology Park on Community Drive in South Burlington, Vermont. By this letter, GMP confirms that three-phase power is available at this location. Please feel free to contact me if you have any questions. I will also be able to assist you with an ability-to serve determination once load information becomes available. Joe Bobee of our office will be able to assist you with the specifics regarding service design, cost and location. Respectfully, Steve Litkovitz cc: Joe Bobee \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018- 10-01.docx 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Mr. Peter Cross Cross Consulting Engineers 103 Fairfax Road St Albans City, VT 05478 Date: October 1, 2018 Project #: 57831.03 From: David Saladino, P.E., AICP Jenny Austin, P.E. Re: Proposed FedEx Ground Distribution Center Traffic Impact Study Technology Park, South Burlington, VT VHB has prepared a Traffic Impact Study (TIS) for a proposed FedEx Ground Distribution Center to be located between I-89 and Community Drive in Technology Park in South Burlington, Vermont. The site has access onto Community Drive opposite the southeasterly 30 Community Drive access driveway. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center. This TIS includes the following sections: • A description of the existing roadway network in the vicinity of the site; • A review of the VTrans High Crash Location (HCL) Report and summary of HCLs along the project area; • A description of the proposed development program; • A trip generation summary for the proposed development program; • A description of the traffic network; • An evaluation of traffic operations within the study area for 2019 and 2024 weekday morning and evening peak hours; • A traffic signal warrant analysis for the Kimball Avenue / Gregory Drive / Community Drive (east) and Kimball Avenue / Community Drive (west) intersections for the No Build and Build scenarios; • Identified roadway and intersection geometric and traffic control modifications required to accommodate the Build condition; • A summary of anticipated City of South Burlington and VTrans Traffic Impact Fees; and • Conclusions and recommendations to support the project. As part of this study, a total of seven intersections were evaluated and summarized in regard to level of service (LOS), average delay, and volume-to-capacity ratio in order to estimate how the proposed project impacts the local street network. Additional reviews and evaluations are contained within this report which summarize the existing and proposed project area as it relates to traffic and safety impacts. The general project area and traffic study intersections are shown below in Figure 1Error! Reference source not found.. Ref: 57831.01 October 1, 2018 Page 2 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 1: Project Location and Study Area Intersections EXISTING CONDITIONS The site is located between the southeastern corner of Community Drive and I -89 in Technology Park in South Burlington, Vermont. The existing full access site driveway is located opposite the existing southeasterly driveway for the businesses at 30 Community Drive. Adjacent Roadway Characteristics Kimball Avenue is a two-lane roadway (one lane in each direction) that provides an east-west connection between Kennedy Drive to the west and Marshall Avenue to the east. The posted speed limit along Kimball Avenue, adjacent to Community Drive, is 40 miles per hour (mph). A 10-foot wide multi-use path is provided along the south side of Kimball Avenue in the vicinity of Community Drive (from a point approximately 550 feet west of Community Drive (west) to a point approximately 250 feet east of Community Drive (east) / Gregory Drive). A sidewalk is provided along the northern side of Kimball Avenue from Comcast Drive to a point approximately 300 feet east of Community Drive Ref: 57831.01 October 1, 2018 Page 3 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx (east) / Gregory Drive. No crosswalks are currently provided on Kimball Avenue in the vicinity of Community Drive. Land uses along Kimball Avenue are primarily commercial and light industrial. Airport Drive and Kennedy Drive intersect US 2 from the north and south respectively to form a 4-way signalized intersection. US 2 provides a left-turn lane, a through lane and a shared through/right lane in both the eastbound and westbound directions. Airport Drive and Kennedy Drive both provide a left -turn lane, a through lane, and a right-turn lane. The traffic signal provides an exclusive pedestrian phase. Kimball Avenue and Bayberry Lane intersect Kennedy Drive from the east and west respectively to form a 4-way signalized intersection approximately 1,000 feet south of US 2. Kennedy Drive provides a left-turn lane, two through lanes and a right-turn lane in the northbound direction and a left-turn lane, a through lane, and a shared through/right lane in the southbound direction. Kimball Avenue provides a left-turn lane and a shared through/right lane in the westbound direction while Bayberry Lane provides a single multiuse lane in the eastbound direction. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Community Drive intersects Kimball Avenue at two locations. T he western terminus of Community Drive intersects Kimball Avenue to form a 3-way unsignalized intersection, with Comcast Drive intersecting Kimball Avenue from the north approximately 160-feet to the east of Community Drive. Kimball Avenue provides a shared through/right lane in the eastbound direction and a left-turn lane and a through lane in the westbound direction. Community Drive provides a left-turn lane and a right-turn lane and operates under stop control. The second Community Drive intersection with Kimball Avenue is located approximately 1,500 feet to the east of the 3-way intersection. The eastern Community Drive intersection with Kimball Avenue and Gregory Drive is a 4-way stop- controlled intersection. Kimball Avenue provides a left-turn lane and a shared through/right lane in the east and westbound directions. Gregory Drive provides a single multiuse lane in the southbound direction while Community Drive provides a left-turn lane and a shared through/right lane in the northbound direction. To the east in Williston, South Brownell Road intersects Marshall Avenue to form a 4-way signalized intersection. Both the eastbound and westbound approaches on Marshall Avenue provide a single multiuse lane. The northbound approach on South Brownell Road provides a shared left/through lane and a right-turn lane while the southbound approach provides a multiuse lane. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Further east, Marshall Avenue terminates at the signalized intersection of VT 2A with Maple Tree Place. Marshall Avenue provides a left-turn lane, a through lane and a right-turn lane in the eastbound direction. Maple Tree Place provides two left-turn lanes and a shared through/right lane in the in the westbound direction. VT 2A provides a left- turn lane, a through lane and a shared through/right lane in the southbound direction and a left-turn lane, a through lane, and a right-turn lane in the northbound direction. The traffic signal provides an exclusive pedestrian phase. Ref: 57831.01 October 1, 2018 Page 4 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CRASH SUMMARY A review of VTrans’ most recent High Crash Location (HCL) Report1 revealed that there is one study area intersection classified as an HCL (VT 2A at Marshall Avenue and Maple Tree Place) and one roadway segment at a study area intersection that is classified as a HCL (US 2 between milemarker 1.658 and 1.958). Table 1 summarizes the two HCL locations at study area intersections. In addition, the VTrans Public Crash Data Query Tool2 was reviewed to investigate project area HCLs for the most recent five-year data (2013-2017). The resulting findings are shown in Table 2. Additional detail of HCL crashes within the project area are included in the Appendix. Table 1: High Crash Locations at Study Area Intersections Table 2: Summary of 5-Year Mapped Crash Data for Project Area HCLs 1 High Crash Location Report: Sections and Intersections. 2012-2016. VTrans Office of Highway Safety Division. 2 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/20/2018. Rank HCL Type Route Town Mileage AADT Crashes Injuries*Ratio Actual/ Critical 42 intersection VT 2A - Marshall Ave.Williston 3.320 - 3.340 31,000 61 5 1.427 444 section US 2 South Burlington 1.658 - 1.958 16,190 75 14 1.298 * No fatalities at HCLs listed High Crash Location VT 2A & Marshall Avenue US 2 segment, mm 1.658 - 1.958 type intersection segment Number of 5 year mapped crashes (2013-2017)55 60 Property Damage Only 93%80% Injury 7%20% Rear End (65%)Rear End (35%) Same Direction Sideswipe (13%)Same Direction Sideswipe (23%) Left Turn and Thru (5%)Left Turn and Thru (15%) Head On (5%)Thru moves only (10%) Rain or Freezing Precipitation 5%7% Wet, Snow, Slush, Ice 9%23% Surface Condition Weather Crash Type Top Four Collision Types Ref: 57831.01 October 1, 2018 Page 5 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx PROPOSED DEVELOPMENT The site is located in Technology Park on the southeastern portion of Community Drive adjacent to I-89. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center with full access and egress at the existing Community Drive driveway, located opposite the southeasterly driveway to the 30 Community Drive businesses. The proposed site layout is shown in Figure 2. Figure 2: Proposed Site Plan Ref: 57831.01 October 1, 2018 Page 6 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP GENERATION Trip generation estimates were obtained from FedEx for this facility based internal logistics planning and represent full operations during peak seasonal operating conditions (i.e. Christmas holiday). The trip generation figures provided by FedEx and used in this traffic study are approximately 30% higher than ITE trip generation estimates for Land Use 155 – High-Cube Fulfillment Center Warehouse. Table 3 summarizes the trip generation estimates for the proposed development program. Approximately 90% of the daily trip generation from the site is anticipated to be comprised of automobiles and vans. Table 3: Trip Generation Summary Additional hourly trip generation estimates for the project are provided in the Appendix. Period Total Peak Hour Site Generated Trips Weekday Morning Peak Hour Enter 114 Exit 118 Total 232 Weekday Evening Peak Hour Enter 128 Exit 102 Total 230 Ref: 57831.01 October 1, 2018 Page 7 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP DISTRIBUTION The site-generated trips were distributed onto the adjacent street network based on a combination of anticipated vehicle trip routing and existing travel patterns within the project study area. Trips were distributed to the roadway network as shown in Figure 3. Figure 3: Site Generated Trip Distribution TRAFFIC NETWORK The weekday morning and evening peak periods were selected for analysis purposes as they represent the peak conditions for the site-generated traffic and the adjacent street system. Turning movement traffic counts collected by VTrans and VHB during the weekday morning and evening peak periods were used as the basis for the capacity analyses. To evaluate the impact of the proposed development within the study area, the peak hour traffic volumes were projected to the opening year (2019) of the development and a 5-year forecast horizon (2024). Seasonal Variation Since it is impractical to design for the highest volume encountered during the year, VTrans gu idelines recommend a compromise between capacity and cost. Design Hourly Volume (DHV) criteria allow roads to be designed for the 30th Ref: 57831.01 October 1, 2018 Page 8 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx highest hourly volume of the year. Data obtained on the VTrans Transportation Data Management System3 was used to establish appropriate DHV adjustment factors. DHV adjustment factors for the study area intersections range from 1.00 to 1.16 and can be found in the Appendix. Background Growth Background traffic growth is a function of expected land development in the region. To predict a rate at which traffic can be expected to grow during the forecast period, historical traffic growth was examined. The regression analysis chart in the 2016 VTrans Redbook4 suggests a background growth rate of 1.03 for projecting traffic volumes from 2019 to 2024. No Build and Build Traffic Networks The 2024 No Build traffic volumes were developed by applying the growth factors from the VTrans regression analysis chart to DHV-adjusted peak hour traffic volumes. Based on the expected trip distribution, the site-generated trips were added to the 2019 and 2024 No Build peak hour traffic volumes to establish the 2019 and 2024 Build networks. It should be noted that no reduction of traffic was taken for the removal of the existing FedEx Ground facility on Marshall Avenue in Williston to provide a conservative evaluation for the Build condition. The 2019 and 2024 No Build and Build weekday morning and evening DHVs are provided in the Appendix. TRAFFIC ANALYSES Intersection Capacity Analyses Intersection capacity analyses were performed for the study area intersections. Levels of service (LOS) were calculated based on the criteria published in the 2000 Highway Capacity Manual5. Level of service is the term that defines the conditions that may occur on a given roadway or at an intersection when accommodating various traffic volume loads . Levels of service range from A to F with LOS A representing free-flowing operating conditions and LOS F representing highly-congested conditions. Copies of the LOS calculations have been provided in the Appendix. As described previously, the traffic evaluation is based on the FedEx Full Phase traffic flow projections, which are expected to represent peak operational conditions such as the holiday shipping period. Additionally, no reduction was taken for the removal of the existing FedEx Ground facility that will be vacated upon opening the proposed facility on Community Drive. Therefore, the traffic operations reported herein represent peak conditions for the full build out of the FedEx facility. Lower traffic volume demands and better traffic operations are expected during the majority of the year and prior to the full build out of the facility. Table 4 and Table 5 summarize the operational analysis at the signalized and unsignalized study area intersections, respectively. Signalized intersections are summarized by overall traffic operations of the intersection, and unsignalized intersections are summarized by approach traffic operations. 3 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/26/18. 4 Continuous Traffic Counter Report (The Redbook), Based on 2016 Traffic Data. Vermont Agency of Transportation, August 2017. 5 Highway Capacity Manual, Federal Highway Administration, Transportation Research Board, 2000. Ref: 57831.01 October 1, 2018 Page 9 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 4: Signalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.55 28 C 0.58 29 C Airport Dr Evening 0.63 38 D 0.64 38 D 2. Kennedy Dr at Morning 0.53 29 C 0.57 30 C Kimball Ave / Bayberry Ln Evening 0.61 34 C 0.65 39 D 5. Marshall Ave at Morning 0.44 12 B 0.48 12 B S. Brownell Rd Evening 0.7 14 B 0.72 15 B 6. VT 2A at Marshall Ave / Morning 0.77 97 F 0.79 98 F Maple Tree Pl Evening 0.89 114 F 0.91 123 F Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.57 29 C 0.60 30 C Airport Dr Evening 0.65 38 D 0.67 38 D 2. Kennedy Dr at Morning 0.55 30 C 0.59 30 C Kimball Ave / Bayberry Ln Evening 0.63 36 D 0.67 40 D 5. Marshall Ave at Morning 0.45 12 B 0.49 13 B S. Brownell Rd Evening 0.71 15 B 0.74 16 B 6. VT 2A at Marshall Ave / Morning 0.79 92 F 0.82 93 F Maple Tree Pl Evening 0.91 125 F 0.94 126 F * volume to capacity ratio ** delay per vehicle, in seconds *** level of service 2024 Build2024 No Build 2019 No Build 2019 Build Ref: 57831.01 October 1, 2018 Page 10 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.33 0 A 0.37 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 19 0.27 25 NB right from Community Dr 0 0 0 12 EB from Kimball Ave Evening 0.27 0 A 0.31 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.41 0 0.41 0 NB left from Community Dr 0.32 29 0.58 45 NB right from Community Dr 0.03 11 0.04 11 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.09 9 0.10 9 EB through/right from Kimball Ave 0.59 16 0.63 18 WB left from Kimball Ave 0.15 9 0.23 11 WB through/right from Kimball Ave 0.62 17 0.66 19 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.04 9 0.15 10 SB from Gregory Dr 0.30 12 B 0.33 13 B EB left from Kimball Ave Evening 0.11 10 0.11 11 EB through/right from Kimball Ave 0.77 28 0.82 34 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.79 30 0.83 35 NB left from Community Dr 0.29 13 0.31 14 NB right from Community Dr 0.24 11 0.34 13 SB from Gregory Dr 0.29 14 B 0.34 15 B 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.03 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A B B A A B B D D D D A 2019 No Build B C C C 2019 Build AA A A C C EC Ref: 57831.01 October 1, 2018 Page 11 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5 Continued: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.34 0 A 0.38 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 20 0.28 26 NB right from Community Dr 0 0 0.01 12 EB from Kimball Ave Evening 0.28 0 A 0.32 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.42 0 0.42 0 NB left from Community Dr 0.34 31 0.62 50 NB right from Community Dr 0.04 11 0.04 12 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.10 9 0.10 10 EB through/right from Kimball Ave 0.61 17 0.66 20 WB left from Kimball Ave 0.16 9 0.24 11 WB through/right from Kimball Ave 0.65 18 0.69 21 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.05 9 0.15 10 SB from Gregory Dr 0.31 13 B 0.35 14 B EB left from Kimball Ave Evening 0.11 10 0.12 11 EB through/right from Kimball Ave 0.81 32 0.86 39 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.83 34 0.87 40 NB left from Community Dr 0.31 14 0.32 14 NB right from Community Dr 0.25 12 0.36 13 SB from Gregory Dr 0.31 14 B 0.35 15 C 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.04 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A A B C D E B B A A A A D D E C C A B C C D E 2024 No Build A 2024 Build Ref: 57831.01 October 1, 2018 Page 12 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx SIGNAL WARRANTS Signal warrant evaluations were conducted for the two Community Drive intersections with Kimball Avenue to determine if a traffic signal may be warranted under the No Build and/or Build scenarios utilizing the Manual on Uniform Traffic Control Devices (MUTCD) 6, chapter 4C: Traffic Control Signal Needs Studies methodology. Twelve- hour traffic counts conducted at both intersections on Wednesday, April 25, 2018 were used as the basis for signal warrant evaluations. The following summarizes the signal warrant analysis results: • Kimball Avenue/Community Drive (west): o No signals warrants are met for either No Build or Build scenarios. • Kimball Avenue/Community Drive (east)/Gregory Drive: o Warrant 1B (8-hour) met for 80% volumes for all 2019 and 2024 No Build and Build scenarios. o Warrant 3 (peak hour) met for all 2019 and 2024 No Build and Build scenarios. In addition to the above, Warrant 4 (Pedestrian Volumes) and Warrant 7 (Crash Experience) were evaluated and are included in the Appendix. The remainder of the Warrants were not applicable for the given intersections and were therefore not evaluated. PROPOSED TRAFFIC MITIGATION The Kimball Avenue/Community Drive (east)/Gregory Drive intersection eastbound and westbound approaches are projected to operate at LOS E conditions for the 2024 Build scenario during the evening peak hour. As noted in the previous section, traffic signal warrant analyses suggest that both the eight-hour and peak-hour signal warrants are met at this intersection under all No Build and Build scenarios. With a fully-actuated traffic signal in place, the intersection is anticipated to operate at LOS B during peak hours. Based on these results it is recommended that a traffic signal be installed at this intersection. Also, to fully accommodate truck turning movements at this intersection, curb radii will be expanded in the southwest and southeast quadrants of the intersection and stop bars will be relocated on several approaches, as shown in Figure 4 on the following page. Additionally, traffic signal timing optimization at the US 2A/Marshall Avenue intersection was estimated to improve conditions at this intersection, with LOS improving from a LOS F to LOS E during 2024 peak hour conditions. This optimization generally occurs during routine VTrans traffic signal maintenance operations. 6 MUTCD - 2009 Edition. Federal Highway Administration. 2009 with revision numbers 1 and 2 incorporated, dated May 2012. Ref: 57831.01 October 1, 2018 Page 13 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 4: Proposed Intersection Geometric Modifications - Kimball Ave/Gregory Drive/Community Drive Ref: 57831.01 October 1, 2018 Page 14 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRANSPORTATION IMPACT FEES The City of South Burlington’s Impact Fee Ordinance7 was reviewed to estimate transportation impact fees associated with this project. The South Burlington impact fee is calculated based on the weekday evening peak hour vehicle trip ends, based on the conservative FedEx full phase expected trip generation, is shown in Table 6 below. The Applicant and the City should discuss how much of this Traffic Impact Fee can be applied towards the intersection upgrades at the Kimball Avenue/Community Drive/Gregory Drive intersection. Table 6: Anticipated South Burlington Transportation Impact Fees During the Act 250 permitting phase, VTrans may choose to apply traffic impact fees per Act 145 legislation for state- programmed projects that would see some of the trips generated by proposed development. A summary of anticipated transportation impact fees due to Act 145 is shown in Table 7. Projects listed and project impact fee rates were determined using the VTrans Act 145 Projects and Fees map8. Table 7: Anticipated VTrans Act 145 Transportation Impact Fees 7 City of South Burlington Impact Fee Ordinance. City of South Burlington, Vermont, amended May 19, 2014. 8 Act 145 Transportation Impact Fee Map. Vermont Agency of Transportation. http://vtrans.maps.arcgis.com/apps/webappviewer/index.htm (queried 05/21/2018). PM Peak Hour Peak Hour Trips 230 Impact Fee Rate, per new peak hour trip $999.86 Project Impact Fee $229,968 New traffic signal at US 2 / Trader Lane Improvements to I-89 Exit 12 & VT2A intersections VT 2A / Industrial Ave / Mountain View Dr. intersection VT 2A safety Improvements (River Cove Rd to Eastview Circle) STPG 5500(14)NH 5500(18)STP 5500(17)STP HES 5500(12) $210 $243 $252 $189 7 58 23 23 $1,470 $14,094 $5,796 $4,347 Total Act 145 Transportation Impact Fee:$25,707 VTrans Project Number Associated Transportation Impact Fee Project Impact Fee (per PM peak hour trip) PM Peak site generated trips at project location Ref: 57831.01 October 1, 2018 Page 15 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CONCLUSIONS The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center in the southeast corner of Community Drive in Technology Park in South Burlington, Vermont. The trip generation estimates provided by FedEx indicate that the proposed development will generate approximately 232 trips during the weekday morning peak hour and 230 trips during the weekday evening peak hour during peak operational periods of the year. Typical operations during non-peak shipping periods are expected to generate far less traffic. Additionally, it should be noted that to be conservative the operational analysis assumes no reduction of volumes due to the relocation of the existing FedEx Ground facility located on Marshall Avenue in Williston. Access and egress to and from the site will be provided via a full access driveway located on Community Drive opposite the southeasterly driveway to 30 Community Drive. Sight lines at the proposed site driveway exceed AASHTO’s recommended guidelines. Following a capacity analysis at seven study area intersections under 2019 and 2024 No Build and Build scenarios during the morning and evening peak hours, and completion of traffic signal warrants at th e two Kimball Avenue/Community Drive intersections, we recommend that a fully-actuated traffic signal be installed at the Kimball Avenue/Community Drive/Gregory Drive intersection to maintain optimal traffic operating conditions in the study area. In summary, with the proposed traffic mitigation improvement listed above, the proposed development is not anticipated to have an adverse effect on traffic operations or safety on the adjacent roadway network. Remainder of Traffific Impact Study, containing the Technical Appendices, is included with the electronic submission, and not printed. Please refer to the PDF included with the submission. CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE I hereby certify that on this 25th day of October , 20 18, a copy of the foregoing public notice for Sketch Plan [type of application] # SD-18-30 [application number], was sent by U.S. mail, postage prepaid to the owners of all properties adjoining the subject property to development, without regard to any public right-of-way, and including the description of the property and accompanying information provided by the City of South Burlington. I further certify that this notification was provided to the following parties in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations: List of recipients: (full names and addresses) Please see attached list Dated at St. Albans [town/city], Vermont, this 25th day of October 12018 Printed Name: Jane B. Landry Phone number and email: 802-524-2113;'landry@crossconsultingengineers.0 Signature: Date: Remit to: City of South Burlington Department of Planning & Zoning 575 Dorset Street South Burlington, VT 05403 South Burlington Sample Certificate of Service Forne. Rev. 1-2012 Green Mountain Power Corporation LNP, Inc. 163 Acorn Lane 430 Commerce Street Colchester, VT 05446 Williston, VT 05495 Lund Family Center Parkview at Ticonderoga 50 Joy Drive 885 Rt. 67 So. Burlington, VT 05403 Ballston Spa, NY 12020 Washburn, Christopher Green Acres, Inc. 204 Boyer Circle 210 3,d St. West, Apt. 3308 Williston, VT 05495 Bradenton, FL 34205 Mary Ann Shepard Revocable Trust Rieley Cohen Partnership 1655 Marshall Ave 200 Boyer Circle Williston, VT 05495 Williston, VT 05495 North Street Prop, LLC 3340 North Street Montpelier, VT 05602 30 Community Drive, LLC 55 Community Drive, Suite 402 South Burlington, VT 05403 City of South Burlington 575 Dorset Street South Burlington, VT 05403 State of Vermont Agency of Transportation 1 National Life Dr. Montpelier, VT 05633 Pizzagalli Properties, LLC 1680 Shelburne Rd. South Burlington, VT 05403 Burlington Properties, LTD 85 Meadowland Drive So. Burlington, VT 05403 TO: South Burlington property owners SUBJECT: Application before the Development Review Board for an abutting property The enclosed Development Review Board public notice or agenda is being sent to you because you have been identified as an abutting landowner to a proposed land development listed on the attachment. The distribution of this information to the abutting landowners is required by state law. You are encouraged to attend and participate in the public hearing as participation in the local proceeding is a prerequisite to the right to take any subsequent appeal. Should you have any questions about the proposal, or wish to view the submittals, please contact the South Burlington Department of Planning & Zoning. They can be reached at (802) 846-4106 or at City of South Burlington, Department of Planning & Zoning, 575 Dorset Street, South Burlington, VT 05403. Approved for Distribution by South Burlington Department of Planning & Zoning USGS The National Map: Orthoimagery. Data refreshed October 2017. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü73°8'44.46"W 44°27'0.55"N 73°8'7.00"W 44°26'34.87"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 10/10/2018 at 3:05:5 9 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. ROUNDABOUT INTERSECTION CAPACITY ANALYSIS SUMMARY Intersection / Movement Weekday Peak Hour v/c* Delay** LOS*** 4. Kimball Ave at Community Dr (East) EB from Kimball Ave 0.38 2.5 A WB from Kimball Ave 0.40 2.2 A NB from Community Dr 0.12 4.4 A SB from Gregory Dr 0.20 4.9 A OVERALL 0.40 2.9 A EB from Kimball Ave 0.38 1.7 A WB from Kimball Ave 0.44 2.5 A NB from Community Dr 0.34 5.9 A SB from Gregory Dr 0.20 5.7 A OVERALL 0.44 3.3 A * volume to capacity ratio ** delay per vehicle, in seconds *** level of service Intersection / Movement Weekday Peak Hour v/c* Delay** LOS*** 4. Kimball Ave at Community Dr (East) EB from Kimball Ave 0.39 2.5 A WB from Kimball Ave 0.42 2.3 A NB from Community Dr 0.13 4.5 A SB from Gregory Dr 0.21 5.0 A OVERALL 0.42 3.0 A EB from Kimball Ave 0.39 1.7 A WB from Kimball Ave 0.45 2.5 A NB from Community Dr 0.35 6.1 A SB from Gregory Dr 0.21 5.8 A OVERALL 0.45 3.4 A * volume to capacity ratio ** delay per vehicle, in seconds *** level of service AM Peak Hour PM Peak Hour 2019 Build 2024 Build AM Peak Hour PM Peak Hour MOVEMENT SUMMARY Site: 101 [Kimball.Comm.Greg. - 2019 AM Build] New Roundabout Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID OD Mov Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Average Speed Total HV Vehicles Distance veh/h % v/c sec veh m per veh km/h South: Community Drive 1 L2 41 2.0 0.123 7.4 LOS A 0.7 5.2 0.57 0.52 40.3 2 T1 21 2.0 0.123 2.2 LOS A 0.7 5.2 0.57 0.52 39.5 3 R2 60 2.0 0.123 3.1 LOS A 0.7 5.2 0.57 0.52 38.6 Approach 122 2.0 0.123 4.4 LOS A 0.7 5.2 0.57 0.52 39.3 East: Kimball Avenue 4 L2 132 7.0 0.404 6.1 LOS A 3.1 22.7 0.40 0.27 40.9 5 T1 361 7.0 0.404 0.9 LOS A 3.1 22.7 0.40 0.27 40.1 6 R2 45 7.0 0.404 1.8 LOS A 3.1 22.7 0.40 0.27 39.1 Approach 538 7.0 0.404 2.2 LOS A 3.1 22.7 0.40 0.27 40.2 North: Gregory Drive 7 L2 41 0.0 0.203 8.5 LOS A 1.3 9.0 0.68 0.61 40.2 8 T1 56 0.0 0.203 3.3 LOS A 1.3 9.0 0.68 0.61 39.4 9 R2 86 0.0 0.203 4.2 LOS A 1.3 9.0 0.68 0.61 38.4 Approach 183 0.0 0.203 4.9 LOS A 1.3 9.0 0.68 0.61 39.1 West: Kimball Avenue 10 L2 55 6.0 0.381 6.9 LOS A 2.7 19.7 0.53 0.35 40.8 11 T1 297 6.0 0.381 1.7 LOS A 2.7 19.7 0.53 0.35 40.0 12 R2 93 6.0 0.381 2.6 LOS A 2.7 19.7 0.53 0.35 39.0 Approach 444 6.0 0.381 2.5 LOS A 2.7 19.7 0.53 0.35 39.8 All Vehicles 1287 5.2 0.404 2.9 LOS A 3.1 22.7 0.50 0.37 39.8 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay per movement. Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: VANASSE HANGEN BRUSTLIN INC. | Processed: Tuesday, October 9, 2018 10:43:14 AM Project: \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\tech\Traffic\Roundabouts\Sidra Roundabout Analysis - Kimball_Community_Gregory_ELQ.sip7 MOVEMENT SUMMARY Site: 101 [Kimball.Comm.Greg. - 2019 PM Build] New Roundabout Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID OD Mov Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Average Speed Total HV Vehicles Distance veh/h % v/c sec veh m per veh km/h South: Community Drive 1 L2 139 0.0 0.336 8.4 LOS A 2.3 16.1 0.70 0.67 39.8 2 T1 43 0.0 0.336 3.3 LOS A 2.3 16.1 0.70 0.67 39.0 3 R2 134 0.0 0.336 4.2 LOS A 2.3 16.1 0.70 0.67 38.1 Approach 316 0.0 0.336 5.9 LOS A 2.3 16.1 0.70 0.67 38.9 East: Kimball Avenue 4 L2 74 2.0 0.439 6.9 LOS A 3.4 24.5 0.58 0.33 40.6 5 T1 435 2.0 0.439 1.7 LOS A 3.4 24.5 0.58 0.33 39.8 6 R2 7 2.0 0.439 2.6 LOS A 3.4 24.5 0.58 0.33 38.8 Approach 516 2.0 0.439 2.5 LOS A 3.4 24.5 0.58 0.33 39.9 North: Gregory Drive 7 L2 34 0.0 0.201 9.3 LOS A 1.3 9.3 0.74 0.68 39.9 8 T1 37 0.0 0.201 4.1 LOS A 1.3 9.3 0.74 0.68 39.1 9 R2 92 0.0 0.201 5.0 LOS A 1.3 9.3 0.74 0.68 38.2 Approach 162 0.0 0.201 5.7 LOS A 1.3 9.3 0.74 0.68 38.7 West: Kimball Avenue 10 L2 56 3.0 0.379 6.2 LOS A 2.8 20.1 0.43 0.23 41.1 11 T1 400 3.0 0.379 1.0 LOS A 2.8 20.1 0.43 0.23 40.2 12 R2 40 3.0 0.379 1.9 LOS A 2.8 20.1 0.43 0.23 39.2 Approach 496 3.0 0.379 1.7 LOS A 2.8 20.1 0.43 0.23 40.2 All Vehicles 1489 1.7 0.439 3.3 LOS A 3.4 24.5 0.57 0.41 39.7 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay per movement. Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: VANASSE HANGEN BRUSTLIN INC. | Processed: Tuesday, October 9, 2018 10:43:15 AM Project: \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\tech\Traffic\Roundabouts\Sidra Roundabout Analysis - Kimball_Community_Gregory_ELQ.sip7 MOVEMENT SUMMARY Site: 101 [Kimball.Comm.Greg. - 2024 AM Build] New Roundabout Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID OD Mov Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Average Speed Total HV Vehicles Distance veh/h % v/c sec veh m per veh km/h South: Community Drive 1 L2 42 2.0 0.126 7.5 LOS A 0.8 5.4 0.58 0.53 40.3 2 T1 21 2.0 0.126 2.3 LOS A 0.8 5.4 0.58 0.53 39.5 3 R2 61 2.0 0.126 3.2 LOS A 0.8 5.4 0.58 0.53 38.5 Approach 124 2.0 0.126 4.5 LOS A 0.8 5.4 0.58 0.53 39.3 East: Kimball Avenue 4 L2 134 7.0 0.415 6.1 LOS A 3.2 23.6 0.41 0.27 40.9 5 T1 372 7.0 0.415 0.9 LOS A 3.2 23.6 0.41 0.27 40.1 6 R2 46 7.0 0.415 1.8 LOS A 3.2 23.6 0.41 0.27 39.1 Approach 552 7.0 0.415 2.3 LOS A 3.2 23.6 0.41 0.27 40.2 North: Gregory Drive 7 L2 42 0.0 0.212 8.6 LOS A 1.4 9.5 0.69 0.63 40.1 8 T1 58 0.0 0.212 3.4 LOS A 1.4 9.5 0.69 0.63 39.3 9 R2 88 0.0 0.212 4.3 LOS A 1.4 9.5 0.69 0.63 38.4 Approach 188 0.0 0.212 5.0 LOS A 1.4 9.5 0.69 0.63 39.0 West: Kimball Avenue 10 L2 57 6.0 0.394 6.9 LOS A 2.8 20.7 0.54 0.36 40.8 11 T1 305 6.0 0.394 1.7 LOS A 2.8 20.7 0.54 0.36 39.9 12 R2 95 6.0 0.394 2.6 LOS A 2.8 20.7 0.54 0.36 38.9 Approach 457 6.0 0.394 2.5 LOS A 2.8 20.7 0.54 0.36 39.8 All Vehicles 1321 5.2 0.415 3.0 LOS A 3.2 23.6 0.51 0.38 39.8 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay per movement. Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: VANASSE HANGEN BRUSTLIN INC. | Processed: Tuesday, October 9, 2018 10:43:16 AM Project: \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\tech\Traffic\Roundabouts\Sidra Roundabout Analysis - Kimball_Community_Gregory_ELQ.sip7 MOVEMENT SUMMARY Site: 101 [Kimball.Comm.Greg. - 2024 PM Build] New Roundabout Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID OD Mov Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Average Speed Total HV Vehicles Distance veh/h % v/c sec veh m per veh km/h South: Community Drive 1 L2 142 0.0 0.348 8.6 LOS A 2.4 16.8 0.72 0.69 39.7 2 T1 44 0.0 0.348 3.4 LOS A 2.4 16.8 0.72 0.69 38.9 3 R2 136 0.0 0.348 4.3 LOS A 2.4 16.8 0.72 0.69 38.0 Approach 322 0.0 0.348 6.1 LOS A 2.4 16.8 0.72 0.69 38.9 East: Kimball Avenue 4 L2 75 2.0 0.454 7.0 LOS A 3.6 25.7 0.60 0.34 40.6 5 T1 447 2.0 0.454 1.8 LOS A 3.6 25.7 0.60 0.34 39.7 6 R2 7 2.0 0.454 2.7 LOS A 3.6 25.7 0.60 0.34 38.8 Approach 529 2.0 0.454 2.5 LOS A 3.6 25.7 0.60 0.34 39.8 North: Gregory Drive 7 L2 35 0.0 0.210 9.4 LOS A 1.4 9.8 0.76 0.70 39.8 8 T1 37 0.0 0.210 4.2 LOS A 1.4 9.8 0.76 0.70 39.0 9 R2 95 0.0 0.210 5.1 LOS A 1.4 9.8 0.76 0.70 38.1 Approach 166 0.0 0.210 5.8 LOS A 1.4 9.8 0.76 0.70 38.7 West: Kimball Avenue 10 L2 58 3.0 0.391 6.2 LOS A 2.9 21.0 0.44 0.23 41.0 11 T1 412 3.0 0.391 1.0 LOS A 2.9 21.0 0.44 0.23 40.2 12 R2 41 3.0 0.391 1.9 LOS A 2.9 21.0 0.44 0.23 39.2 Approach 511 3.0 0.391 1.7 LOS A 2.9 21.0 0.44 0.23 40.2 All Vehicles 1528 1.7 0.454 3.4 LOS A 3.6 25.7 0.59 0.42 39.6 Site Level of Service (LOS) Method: Delay (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay per movement. Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: VANASSE HANGEN BRUSTLIN INC. | Processed: Tuesday, October 9, 2018 10:43:16 AM Project: \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\tech\Traffic\Roundabouts\Sidra Roundabout Analysis - Kimball_Community_Gregory_ELQ.sip7 STOP STOP \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\cad\ts\57831_JDBwrk.dwg October 10, 2018 Figure 1Roundabout Concept Kimball Ave and Community Drive 0 40 Feet80 Telecom pedestal KIMBALL AV E COMMUNITY DRGREGORY DR140 ft Existing Right-of- W a y Transformer and telecom pedestal Overhead light Right-of-wayImpacts \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018- 10-01.docx 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Mr. Peter Cross Cross Consulting Engineers 103 Fairfax Road St Albans City, VT 05478 Date: October 1, 2018 Project #: 57831.03 From: David Saladino, P.E., AICP Jenny Austin, P.E. Re: Proposed FedEx Ground Distribution Center Traffic Impact Study Technology Park, South Burlington, VT VHB has prepared a Traffic Impact Study (TIS) for a proposed FedEx Ground Distribution Center to be located between I-89 and Community Drive in Technology Park in South Burlington, Vermont. The site has access onto Community Drive opposite the southeasterly 30 Community Drive access driveway. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center. This TIS includes the following sections: • A description of the existing roadway network in the vicinity of the site; • A review of the VTrans High Crash Location (HCL) Report and summary of HCLs along the project area; • A description of the proposed development program; • A trip generation summary for the proposed development program; • A description of the traffic network; • An evaluation of traffic operations within the study area for 2019 and 2024 weekday morning and evening peak hours; • A traffic signal warrant analysis for the Kimball Avenue / Gregory Drive / Community Drive (east) and Kimball Avenue / Community Drive (west) intersections for the No Build and Build scenarios; • Identified roadway and intersection geometric and traffic control modifications required to accommodate the Build condition; • A summary of anticipated City of South Burlington and VTrans Traffic Impact Fees; and • Conclusions and recommendations to support the project. As part of this study, a total of seven intersections were evaluated and summarized in regard to level of service (LOS), average delay, and volume-to-capacity ratio in order to estimate how the proposed project impacts the local street network. Additional reviews and evaluations are contained within this report which summarize the existing and proposed project area as it relates to traffic and safety impacts. The general project area and traffic study intersections are shown below in Figure 1Error! Reference source not found.. Ref: 57831.01 October 1, 2018 Page 2 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 1: Project Location and Study Area Intersections EXISTING CONDITIONS The site is located between the southeastern corner of Community Drive and I -89 in Technology Park in South Burlington, Vermont. The existing full access site driveway is located opposite the existing southeasterly driveway for the businesses at 30 Community Drive. Adjacent Roadway Characteristics Kimball Avenue is a two-lane roadway (one lane in each direction) that provides an east-west connection between Kennedy Drive to the west and Marshall Avenue to the east. The posted speed limit along Kimball Avenue, adjacent to Community Drive, is 40 miles per hour (mph). A 10-foot wide multi-use path is provided along the south side of Kimball Avenue in the vicinity of Community Drive (from a point approximately 550 feet west of Community Drive (west) to a point approximately 250 feet east of Community Drive (east) / Gregory Drive). A sidewalk is provided along the northern side of Kimball Avenue from Comcast Drive to a point approximately 300 feet east of Community Drive Ref: 57831.01 October 1, 2018 Page 3 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx (east) / Gregory Drive. No crosswalks are currently provided on Kimball Avenue in the vicinity of Community Drive. Land uses along Kimball Avenue are primarily commercial and light industrial. Airport Drive and Kennedy Drive intersect US 2 from the north and south respectively to form a 4-way signalized intersection. US 2 provides a left-turn lane, a through lane and a shared through/right lane in both the eastbound and westbound directions. Airport Drive and Kennedy Drive both provide a left -turn lane, a through lane, and a right-turn lane. The traffic signal provides an exclusive pedestrian phase. Kimball Avenue and Bayberry Lane intersect Kennedy Drive from the east and west respectively to form a 4-way signalized intersection approximately 1,000 feet south of US 2. Kennedy Drive provides a left-turn lane, two through lanes and a right-turn lane in the northbound direction and a left-turn lane, a through lane, and a shared through/right lane in the southbound direction. Kimball Avenue provides a left-turn lane and a shared through/right lane in the westbound direction while Bayberry Lane provides a single multiuse lane in the eastbound direction. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Community Drive intersects Kimball Avenue at two locations. T he western terminus of Community Drive intersects Kimball Avenue to form a 3-way unsignalized intersection, with Comcast Drive intersecting Kimball Avenue from the north approximately 160-feet to the east of Community Drive. Kimball Avenue provides a shared through/right lane in the eastbound direction and a left-turn lane and a through lane in the westbound direction. Community Drive provides a left-turn lane and a right-turn lane and operates under stop control. The second Community Drive intersection with Kimball Avenue is located approximately 1,500 feet to the east of the 3-way intersection. The eastern Community Drive intersection with Kimball Avenue and Gregory Drive is a 4-way stop- controlled intersection. Kimball Avenue provides a left-turn lane and a shared through/right lane in the east and westbound directions. Gregory Drive provides a single multiuse lane in the southbound direction while Community Drive provides a left-turn lane and a shared through/right lane in the northbound direction. To the east in Williston, South Brownell Road intersects Marshall Avenue to form a 4-way signalized intersection. Both the eastbound and westbound approaches on Marshall Avenue provide a single multiuse lane. The northbound approach on South Brownell Road provides a shared left/through lane and a right-turn lane while the southbound approach provides a multiuse lane. Pedestrians are accommodated by an exclusive pedestrian phase at the signal. Further east, Marshall Avenue terminates at the signalized intersection of VT 2A with Maple Tree Place. Marshall Avenue provides a left-turn lane, a through lane and a right-turn lane in the eastbound direction. Maple Tree Place provides two left-turn lanes and a shared through/right lane in the in the westbound direction. VT 2A provides a left- turn lane, a through lane and a shared through/right lane in the southbound direction and a left-turn lane, a through lane, and a right-turn lane in the northbound direction. The traffic signal provides an exclusive pedestrian phase. Ref: 57831.01 October 1, 2018 Page 4 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CRASH SUMMARY A review of VTrans’ most recent High Crash Location (HCL) Report1 revealed that there is one study area intersection classified as an HCL (VT 2A at Marshall Avenue and Maple Tree Place) and one roadway segment at a study area intersection that is classified as a HCL (US 2 between milemarker 1.658 and 1.958). Table 1 summarizes the two HCL locations at study area intersections. In addition, the VTrans Public Crash Data Query Tool2 was reviewed to investigate project area HCLs for the most recent five-year data (2013-2017). The resulting findings are shown in Table 2. Additional detail of HCL crashes within the project area are included in the Appendix. Table 1: High Crash Locations at Study Area Intersections Table 2: Summary of 5-Year Mapped Crash Data for Project Area HCLs 1 High Crash Location Report: Sections and Intersections. 2012-2016. VTrans Office of Highway Safety Division. 2 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/20/2018. Rank HCL Type Route Town Mileage AADT Crashes Injuries*Ratio Actual/ Critical 42 intersection VT 2A - Marshall Ave.Williston 3.320 - 3.340 31,000 61 5 1.427 444 section US 2 South Burlington 1.658 - 1.958 16,190 75 14 1.298 * No fatalities at HCLs listed High Crash Location VT 2A & Marshall Avenue US 2 segment, mm 1.658 - 1.958 type intersection segment Number of 5 year mapped crashes (2013-2017)55 60 Property Damage Only 93%80% Injury 7%20% Rear End (65%)Rear End (35%) Same Direction Sideswipe (13%)Same Direction Sideswipe (23%) Left Turn and Thru (5%)Left Turn and Thru (15%) Head On (5%)Thru moves only (10%) Rain or Freezing Precipitation 5%7% Wet, Snow, Slush, Ice 9%23% Surface Condition Weather Crash Type Top Four Collision Types Ref: 57831.01 October 1, 2018 Page 5 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx PROPOSED DEVELOPMENT The site is located in Technology Park on the southeastern portion of Community Drive adjacent to I-89. The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center with full access and egress at the existing Community Drive driveway, located opposite the southeasterly driveway to the 30 Community Drive businesses. The proposed site layout is shown in Figure 2. Figure 2: Proposed Site Plan Ref: 57831.01 October 1, 2018 Page 6 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP GENERATION Trip generation estimates were obtained from FedEx for this facility based internal logistics planning and represent full operations during peak seasonal operating conditions (i.e. Christmas holiday). The trip generation figures provided by FedEx and used in this traffic study are approximately 30% higher than ITE trip generation estimates for Land Use 155 – High-Cube Fulfillment Center Warehouse. Table 3 summarizes the trip generation estimates for the proposed development program. Approximately 90% of the daily trip generation from the site is anticipated to be comprised of automobiles and vans. Table 3: Trip Generation Summary Additional hourly trip generation estimates for the project are provided in the Appendix. Period Total Peak Hour Site Generated Trips Weekday Morning Peak Hour Enter 114 Exit 118 Total 232 Weekday Evening Peak Hour Enter 128 Exit 102 Total 230 Ref: 57831.01 October 1, 2018 Page 7 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRIP DISTRIBUTION The site-generated trips were distributed onto the adjacent street network based on a combination of anticipated vehicle trip routing and existing travel patterns within the project study area. Trips were distributed to the roadway network as shown in Figure 3. Figure 3: Site Generated Trip Distribution TRAFFIC NETWORK The weekday morning and evening peak periods were selected for analysis purposes as they represent the peak conditions for the site-generated traffic and the adjacent street system. Turning movement traffic counts collected by VTrans and VHB during the weekday morning and evening peak periods were used as the basis for the capacity analyses. To evaluate the impact of the proposed development within the study area, the peak hour traffic volumes were projected to the opening year (2019) of the development and a 5-year forecast horizon (2024). Seasonal Variation Since it is impractical to design for the highest volume encountered during the year, VTrans gu idelines recommend a compromise between capacity and cost. Design Hourly Volume (DHV) criteria allow roads to be designed for the 30th Ref: 57831.01 October 1, 2018 Page 8 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx highest hourly volume of the year. Data obtained on the VTrans Transportation Data Management System3 was used to establish appropriate DHV adjustment factors. DHV adjustment factors for the study area intersections range from 1.00 to 1.16 and can be found in the Appendix. Background Growth Background traffic growth is a function of expected land development in the region. To predict a rate at which traffic can be expected to grow during the forecast period, historical traffic growth was examined. The regression analysis chart in the 2016 VTrans Redbook4 suggests a background growth rate of 1.03 for projecting traffic volumes from 2019 to 2024. No Build and Build Traffic Networks The 2024 No Build traffic volumes were developed by applying the growth factors from the VTrans regression analysis chart to DHV-adjusted peak hour traffic volumes. Based on the expected trip distribution, the site-generated trips were added to the 2019 and 2024 No Build peak hour traffic volumes to establish the 2019 and 2024 Build networks. It should be noted that no reduction of traffic was taken for the removal of the existing FedEx Ground facility on Marshall Avenue in Williston to provide a conservative evaluation for the Build condition. The 2019 and 2024 No Build and Build weekday morning and evening DHVs are provided in the Appendix. TRAFFIC ANALYSES Intersection Capacity Analyses Intersection capacity analyses were performed for the study area intersections. Levels of service (LOS) were calculated based on the criteria published in the 2000 Highway Capacity Manual5. Level of service is the term that defines the conditions that may occur on a given roadway or at an intersection when accommodating various traffic volume loads . Levels of service range from A to F with LOS A representing free-flowing operating conditions and LOS F representing highly-congested conditions. Copies of the LOS calculations have been provided in the Appendix. As described previously, the traffic evaluation is based on the FedEx Full Phase traffic flow projections, which are expected to represent peak operational conditions such as the holiday shipping period. Additionally, no reduction was taken for the removal of the existing FedEx Ground facility that will be vacated upon opening the proposed facility on Community Drive. Therefore, the traffic operations reported herein represent peak conditions for the full build out of the FedEx facility. Lower traffic volume demands and better traffic operations are expected during the majority of the year and prior to the full build out of the facility. Table 4 and Table 5 summarize the operational analysis at the signalized and unsignalized study area intersections, respectively. Signalized intersections are summarized by overall traffic operations of the intersection, and unsignalized intersections are summarized by approach traffic operations. 3 VTrans Transportation Data Management System. http://vtrans.ms2soft.com. Queried 04/26/18. 4 Continuous Traffic Counter Report (The Redbook), Based on 2016 Traffic Data. Vermont Agency of Transportation, August 2017. 5 Highway Capacity Manual, Federal Highway Administration, Transportation Research Board, 2000. Ref: 57831.01 October 1, 2018 Page 9 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 4: Signalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.55 28 C 0.58 29 C Airport Dr Evening 0.63 38 D 0.64 38 D 2. Kennedy Dr at Morning 0.53 29 C 0.57 30 C Kimball Ave / Bayberry Ln Evening 0.61 34 C 0.65 39 D 5. Marshall Ave at Morning 0.44 12 B 0.48 12 B S. Brownell Rd Evening 0.7 14 B 0.72 15 B 6. VT 2A at Marshall Ave / Morning 0.77 97 F 0.79 98 F Maple Tree Pl Evening 0.89 114 F 0.91 123 F Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 1. US 2 at Kennedy Dr /Morning 0.57 29 C 0.60 30 C Airport Dr Evening 0.65 38 D 0.67 38 D 2. Kennedy Dr at Morning 0.55 30 C 0.59 30 C Kimball Ave / Bayberry Ln Evening 0.63 36 D 0.67 40 D 5. Marshall Ave at Morning 0.45 12 B 0.49 13 B S. Brownell Rd Evening 0.71 15 B 0.74 16 B 6. VT 2A at Marshall Ave / Morning 0.79 92 F 0.82 93 F Maple Tree Pl Evening 0.91 125 F 0.94 126 F * volume to capacity ratio ** delay per vehicle, in seconds *** level of service 2024 Build2024 No Build 2019 No Build 2019 Build Ref: 57831.01 October 1, 2018 Page 10 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.33 0 A 0.37 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 19 0.27 25 NB right from Community Dr 0 0 0 12 EB from Kimball Ave Evening 0.27 0 A 0.31 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.41 0 0.41 0 NB left from Community Dr 0.32 29 0.58 45 NB right from Community Dr 0.03 11 0.04 11 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.09 9 0.10 9 EB through/right from Kimball Ave 0.59 16 0.63 18 WB left from Kimball Ave 0.15 9 0.23 11 WB through/right from Kimball Ave 0.62 17 0.66 19 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.04 9 0.15 10 SB from Gregory Dr 0.30 12 B 0.33 13 B EB left from Kimball Ave Evening 0.11 10 0.11 11 EB through/right from Kimball Ave 0.77 28 0.82 34 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.79 30 0.83 35 NB left from Community Dr 0.29 13 0.31 14 NB right from Community Dr 0.24 11 0.34 13 SB from Gregory Dr 0.29 14 B 0.34 15 B 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.03 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A B B A A B B D D D D A 2019 No Build B C C C 2019 Build AA A A C C EC Ref: 57831.01 October 1, 2018 Page 11 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Table 5 Continued: Unsignalized Intersection Capacity Analysis Summary Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 3. Kimball Ave at Community Dr (West) EB from Kimball Ave Morning 0.34 0 A 0.38 0 A WB left from Kimball Ave 0.02 9 0.03 9 WB through from Kimball Ave 0.26 0 0.26 0 NB left from Community Dr 0.03 20 0.28 26 NB right from Community Dr 0 0 0.01 12 EB from Kimball Ave Evening 0.28 0 A 0.32 0 A WB left from Kimball Ave 0 8 0.01 9 WB through from Kimball Ave 0.42 0 0.42 0 NB left from Community Dr 0.34 31 0.62 50 NB right from Community Dr 0.04 11 0.04 12 4. Kimball Ave at Community Dr (East) EB left from Kimball Ave Morning 0.10 9 0.10 10 EB through/right from Kimball Ave 0.61 17 0.66 20 WB left from Kimball Ave 0.16 9 0.24 11 WB through/right from Kimball Ave 0.65 18 0.69 21 NB left from Community Dr 0.08 10 0.09 11 NB right from Community Dr 0.05 9 0.15 10 SB from Gregory Dr 0.31 13 B 0.35 14 B EB left from Kimball Ave Evening 0.11 10 0.12 11 EB through/right from Kimball Ave 0.81 32 0.86 39 WB left from Kimball Ave 0.05 10 0.15 11 WB through/right from Kimball Ave 0.83 34 0.87 40 NB left from Community Dr 0.31 14 0.32 14 NB right from Community Dr 0.25 12 0.36 13 SB from Gregory Dr 0.31 14 B 0.35 15 C 7. Community Dr at Site driveway EB from Community Dr Morning 0.01 4 A 0.01 2 A WB from Community Dr 0 0 A 0.04 4 A NB from Site 0 0 A 0.15 10 B SB left from PF driveway 0.01 9 0.01 11 SB through/right from PF driveway 0 9 0 9 EB from Community Dr Evening 0.01 1 A 0.01 1 A WB from Community Dr 0 0 A 0.04 5 A NB from Site 0 0 A 0.13 10 B SB left from PF driveway 0.02 9 0.04 11 SB through/right from PF driveway 0.01 9 0.01 9 * volume to capacity ratio ** delay per vehicle, in seconds *** level of service A A B C D E B B A A A A D D E C C A B C C D E 2024 No Build A 2024 Build Ref: 57831.01 October 1, 2018 Page 12 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx SIGNAL WARRANTS Signal warrant evaluations were conducted for the two Community Drive intersections with Kimball Avenue to determine if a traffic signal may be warranted under the No Build and/or Build scenarios utilizing the Manual on Uniform Traffic Control Devices (MUTCD) 6, chapter 4C: Traffic Control Signal Needs Studies methodology. Twelve- hour traffic counts conducted at both intersections on Wednesday, April 25, 2018 were used as the basis for signal warrant evaluations. The following summarizes the signal warrant analysis results: • Kimball Avenue/Community Drive (west): o No signals warrants are met for either No Build or Build scenarios. • Kimball Avenue/Community Drive (east)/Gregory Drive: o Warrant 1B (8-hour) met for 80% volumes for all 2019 and 2024 No Build and Build scenarios. o Warrant 3 (peak hour) met for all 2019 and 2024 No Build and Build scenarios. In addition to the above, Warrant 4 (Pedestrian Volumes) and Warrant 7 (Crash Experience) were evaluated and are included in the Appendix. The remainder of the Warrants were not applicable for the given intersections and were therefore not evaluated. PROPOSED TRAFFIC MITIGATION The Kimball Avenue/Community Drive (east)/Gregory Drive intersection eastbound and westbound approaches are projected to operate at LOS E conditions for the 2024 Build scenario during the evening peak hour. As noted in the previous section, traffic signal warrant analyses suggest that both the eight-hour and peak-hour signal warrants are met at this intersection under all No Build and Build scenarios. With a fully-actuated traffic signal in place, the intersection is anticipated to operate at LOS B during peak hours. Based on these results it is recommended that a traffic signal be installed at this intersection. Also, to fully accommodate truck turning movements at this intersection, curb radii will be expanded in the southwest and southeast quadrants of the intersection and stop bars will be relocated on several approaches, as shown in Figure 4 on the following page. Additionally, traffic signal timing optimization at the US 2A/Marshall Avenue intersection was estimated to improve conditions at this intersection, with LOS improving from a LOS F to LOS E during 2024 peak hour conditions. This optimization generally occurs during routine VTrans traffic signal maintenance operations. 6 MUTCD - 2009 Edition. Federal Highway Administration. 2009 with revision numbers 1 and 2 incorporated, dated May 2012. Ref: 57831.01 October 1, 2018 Page 13 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx Figure 4: Proposed Intersection Geometric Modifications - Kimball Ave/Gregory Drive/Community Drive Ref: 57831.01 October 1, 2018 Page 14 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx TRANSPORTATION IMPACT FEES The City of South Burlington’s Impact Fee Ordinance7 was reviewed to estimate transportation impact fees associated with this project. The South Burlington impact fee is calculated based on the weekday evening peak hour vehicle trip ends, based on the conservative FedEx full phase expected trip generation, is shown in Table 6 below. The Applicant and the City should discuss how much of this Traffic Impact Fee can be applied towards the intersection upgrades at the Kimball Avenue/Community Drive/Gregory Drive intersection. Table 6: Anticipated South Burlington Transportation Impact Fees During the Act 250 permitting phase, VTrans may choose to apply traffic impact fees per Act 145 legislation for state- programmed projects that would see some of the trips generated by proposed development. A summary of anticipated transportation impact fees due to Act 145 is shown in Table 7. Projects listed and project impact fee rates were determined using the VTrans Act 145 Projects and Fees map8. Table 7: Anticipated VTrans Act 145 Transportation Impact Fees 7 City of South Burlington Impact Fee Ordinance. City of South Burlington, Vermont, amended May 19, 2014. 8 Act 145 Transportation Impact Fee Map. Vermont Agency of Transportation. http://vtrans.maps.arcgis.com/apps/webappviewer/index.htm (queried 05/21/2018). PM Peak Hour Peak Hour Trips 230 Impact Fee Rate, per new peak hour trip $999.86 Project Impact Fee $229,968 New traffic signal at US 2 / Trader Lane Improvements to I-89 Exit 12 & VT2A intersections VT 2A / Industrial Ave / Mountain View Dr. intersection VT 2A safety Improvements (River Cove Rd to Eastview Circle) STPG 5500(14)NH 5500(18)STP 5500(17)STP HES 5500(12) $210 $243 $252 $189 7 58 23 23 $1,470 $14,094 $5,796 $4,347 Total Act 145 Transportation Impact Fee:$25,707 VTrans Project Number Associated Transportation Impact Fee Project Impact Fee (per PM peak hour trip) PM Peak site generated trips at project location Ref: 57831.01 October 1, 2018 Page 15 \\vhb\gbl\proj\SBurlington\57831.00 Cross Technology Park\docs\memos\Traffic Impact Study\Fed Ex Tech Park TIS - 2018-10-01.docx CONCLUSIONS The proposed development program consists of constructing a new 143,713 square foot FedEx Ground distribution center in the southeast corner of Community Drive in Technology Park in South Burlington, Vermont. The trip generation estimates provided by FedEx indicate that the proposed development will generate approximately 232 trips during the weekday morning peak hour and 230 trips during the weekday evening peak hour during peak operational periods of the year. Typical operations during non-peak shipping periods are expected to generate far less traffic. Additionally, it should be noted that to be conservative the operational analysis assumes no reduction of volumes due to the relocation of the existing FedEx Ground facility located on Marshall Avenue in Williston. Access and egress to and from the site will be provided via a full access driveway located on Community Drive opposite the southeasterly driveway to 30 Community Drive. Sight lines at the proposed site driveway exceed AASHTO’s recommended guidelines. Following a capacity analysis at seven study area intersections under 2019 and 2024 No Build and Build scenarios during the morning and evening peak hours, and completion of traffic signal warrants at th e two Kimball Avenue/Community Drive intersections, we recommend that a fully-actuated traffic signal be installed at the Kimball Avenue/Community Drive/Gregory Drive intersection to maintain optimal traffic operating conditions in the study area. In summary, with the proposed traffic mitigation improvement listed above, the proposed development is not anticipated to have an adverse effect on traffic operations or safety on the adjacent roadway network. Technical Appendix  Traffic Data & Trip Generation  Intersection Capacity Analyses  High Crash Location Review  Signal Warrant Analyses Traffic Data & Trip Generation Turning Movement Counts Computations - Traffic Volumes Project: Cross Tech Park Project #: Location: Williston, VT Sheet: Calculated by: ELQ Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Marshall Avenue and S Brownell Road Intersection: Town: Count Date(s):Counter: Peak Hour Volumes RT Thru LT Ped RT Thru LT Ped RT Thru LT Ped RT Thru LT Ped AM pk hr 24 158 34 1 69 92 62 1 69 207 33 1 70 176 135 3 1129 PM pk hr 78 322 49 1 58 223 85 0 73 213 90 1 61 114 30 1 1396 AM Peak Hour 07:30 AM -%SB WB NB EB auto 94% 96%91% 96% 24 158 34 med 0% 0%0% 0% heavy 6% 4%9% 4% 135 69 % trucks 6% 4% 9% 4% 176 92 70 62  33 207 69 PM Peak Hour 04:30 PM -%SB WB NB EB auto 98% 99%98% 96% 78 322 49 med 0% 0%0% 0% heavy 2% 1%2% 4% 30 58 % trucks 2% 1% 2% 4% 114 223 61 85  90 213 73 57831.01 0 peds1 peds 1 peds Total Marshall Ave / S Brownell Rd 4/25/2018 4/27/18 PM pk hr 1396 SB EBNB S Brownell Rd Marshall AveMarshall AveS Brownell Rd S Brownell Rd Marshall Ave1 peds1 peds1 peds 3 peds1 peds S Brownell Rd 1129 AM pk hr Williston VHB 08:30 AM 05:30 PM Marshall AveWB Marshall AveS Brownell RdMarshall AveS Brownell Rd NOTE: Data to be revised by rotating traffic volumes 90 degrees counterclockwise to correct for field orientation of count. 1 Counts ‐ Marshall Ave and S Brownell Rd. Tab: (3) PK Hr Graphics Computations - Traffic Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Avenue and Community Drive EAST Intersection: Town: Count Date(s):Counter: Peak Hour Volumes RT Thru LT Ped RT Thru LT Ped RT Thru LT Ped RT Thru LT Ped AM pk hr 82 42 39 1 43 343 85 0 16 8 36 1 85 282 52 1 1113 PM pk hr 87 22 32 0 7 413 25 0 91 31 129 1 35 380 53 0 1305 AM Peak Hour 07:30 AM -%SB WB NB EB auto n/a 93% 98% 94% 82 42 39 med not counted in video heavy n/a 7%2% 6% 52 43 % trucks 7% 2% 6% 282 343 85 85  36 8 16 Community Dr. (east) PM Peak Hour 04:30 PM -%SB WB NB EB auto n/a 98% 100% 97% 87 22 32 med not counted in video heavy n/a 2%0% 3% 53 7 % trucks 2% 0% 3% 380 413 35 25  129 31 91 Community Dr. (east) 57831.03 0 peds0 peds 1 peds Total 4/25/2018 4/30/18 PM pk hr 1305 SB EBNB Kimball Ave.1 peds 1 peds1 peds Gregory Dr 1113 AM pk hr S Burlington by video 08:30 AM 05:30 PM Kimball Ave.WB Kimball Ave.Community Dr. (east)Kimball Ave.Gregory Dr Kimball Ave / Community Drive EAST Kimball Ave.Gregory Dr Kimball Ave.0 peds0 peds1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: (3) PK Hr Graphics Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2019 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: Turning Movement Count Volumes - 4/25/2018 Hourly  Summary SB WB NB EB Rank Total 06:00 56 178 28 252 430 56 12 486 7:00 140 392 44 369 761 140 8 901 8:00 122 474 64 396 870 122 4 992 9:00 80 368 47 320 688 80 11 768 10:00 68 344 47 357 701 68 10 769 11:00 104 387 95 419 806 104 7 910 12:00 102 475 107 465 940 107 2 1047 13:00 95 452 92 385 837 95 6 932 14:00 94 402 56 371 773 94 9 867 15:00 116 427 110 439 866 116 5 982 16:00 135 464 176 451 915 176 1 1091 17:00 106 388 211 394 782 211 3 993 Turning Movement Count Adjustment Factor (adjust count data to 2019 No Build volumes) SB WB NB EB Factor 1.00 1.00 1.00 1.00 12-Hour 2019 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 56 178 28 252 430 56 12 486 7:00 140 392 44 369 761 140 8 901 8:00 122 474 64 396 870 122 4 992 9:00 80 368 47 320 688 80 11 768 10:00 68 344 47 357 701 68 10 769 11:00 104 387 95 419 806 104 7 910 12:00 102 475 107 465 940 107 2 1047 13:00 95 452 92 385 837 95 6 932 14:00 94 402 56 371 773 94 9 867 15:00 116 427 110 439 866 116 5 982 16:00 135 464 176 451 915 176 1 1091 17:00 106 388 211 394 782 211 3 993 57831.03 5/8/18 Kimball Ave / Community Drive EAST S Burlington EB NB SBWB 4/25/2018 by video Major Street (total of both approaches) Minor Street (one direction only) Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2019 57831.03 5/8/18 Top Eight Hour Volumes (2019 No Build) Rank Hours Major* Minor** 1 16:00 915 176 NB Note: Peak Hours from Turning Movement Count: 2 12:00 940 107 NB AM - 07:30 AM to 3 17:00 782 211 NB PM - 04:30 PM to 4 8:00 870 122 SB 5 15:00 866 116 SB 6 13:00 837 95 SB 7 11:00 806 104 SB 8 7:00 761 140 SB * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 1 0 430 0 4 7:00 1 0 0 1 761 1 3 8:00 1 0 1 0 870 0 4 9:00 0 0 0 0 688 0 4 10:00 0 2 2 0 701 2 2 11:00 0 0 0 0 806 0 4 12:00 0 0 20 0 940 0 4 13:00 1 3 1 0 837 3 1 14:00 0 0 0 0 773 0 4 15:00 0 0 0 0 866 0 4 16:00 0 0 0 0 915 0 4 17:00 0 0 2 0 782 0 4 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 13:00 837 3 2 10:00 701 2 3 7:00 761 1 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 8:30 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2019 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: 12-Hour 2019 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 56 178 28 252 430 56 12 486 7:00 140 392 44 369 761 140 8 901 8:00 122 474 64 396 870 122 4 992 9:00 80 368 47 320 688 80 11 768 10:00 68 344 47 357 701 68 10 769 11:00 104 387 95 419 806 104 7 910 12:00 102 475 107 465 940 107 2 1047 13:00 95 452 92 385 837 95 6 932 14:00 94 402 56 371 773 94 9 867 15:00 116 427 110 439 866 116 5 982 16:00 135 464 176 451 915 176 1 1091 17:00 106 388 211 394 782 211 3 993 Trip Generation for Build Scenario Hourly  Summary SB WB NB EB Total 06:00 82728265 7:00 11 40 56 3 110 8:00 61918144 9:00 0013013 10:00 00 00 0 11:00 00 50 5 12:00 00 80 8 13:00 00 80 8 14:00 00 30 3 15:00 14 20 7 16:00 62335266 17:00 13 45 49 3 109 57831.03 5/16/18 Kimball Ave / Community Drive EAST S Burlington 4/25/2018 by video EB NB WB SB Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2019 57831.03 5/16/18 12-Hour 2019 Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 64 205 56 254 459 64 12 523 7:00 151 432 100 372 804 151 6 955 8:00 128 493 82 397 891 128 4 1018 9:00 80 368 60 320 688 80 11 768 10:00 68 344 47 357 701 68 10 769 11:00 104 387 100 419 806 104 8 910 12:00 102 475 115 465 940 115 3 1055 13:00 95 452 100 385 837 100 7 937 14:00 94 402 59 371 773 94 9 867 15:00 117 431 112 439 870 117 5 987 16:00 141 487 211 453 939 211 1 1150 17:00 119 433 260 397 830 260 2 1090 Top Eight Hour Volumes (2019 Build) Rank Hours Major* Minor** 1 16:00 939 211 NB Note: Peak Hours from Turning Movement Count: 2 17:00 830 260 NB AM - 07:30 AM to 3 12:00 940 115 NB PM - 04:30 PM to 4 8:00 891 128 SB 5 15:00 870 117 SB 6 7:00 804 151 SB 7 13:00 837 100 NB 8 11:00 806 104 SB * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Major Street (total of both approaches) Minor Street (one direction only) 8:30 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2019 57831.03 5/16/18 Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 1 0 459 0 4 7:00 1 0 0 1 804 1 3 8:00 1 0 1 0 891 0 4 9:00 0 0 0 0 688 0 4 10:00 0 2 2 0 701 2 2 11:00 0 0 0 0 806 0 4 12:00 0 0 20 0 940 0 4 13:00 1 3 1 0 837 3 1 14:00 0 0 0 0 773 0 4 15:00 0 0 0 0 870 0 4 16:00 0 0 0 0 939 0 4 17:00 0 0 2 0 830 0 4 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 13:00 837 3 2 10:00 701 2 3 7:00 804 1 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2024 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: 12-Hour 2019 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 56 178 28 252 430 56 12 486 7:00 140 392 44 369 761 140 8 901 8:00 122 474 64 396 870 122 4 992 9:00 80 368 47 320 688 80 11 768 10:00 68 344 47 357 701 68 10 769 11:00 104 387 95 419 806 104 7 910 12:00 102 475 107 465 940 107 2 1047 13:00 95 452 92 385 837 95 6 932 14:00 94 402 56 371 773 94 9 867 15:00 116 427 110 439 866 116 5 982 16:00 135 464 176 451 915 176 1 1091 17:00 106 388 211 394 782 211 3 993 Future Year Adjustment Factor (2019 No Build volumes to 2024 No Build volumes) SB WB NB EB Factor 1.03 1.03 1.03 1.03 12-Hour 2024 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 58 183 29 260 443 58 12 501 7:00 144 404 45 380 784 144 8 928 8:00 126 488 66 408 896 126 4 1022 9:00 82 379 48 330 709 82 11 791 10:00 70 354 48 368 722 70 10 792 11:00 107 399 98 432 830 107 7 937 12:00 105 489 110 479 968 110 2 1078 13:00 98 466 95 397 862 98 6 960 14:00 97 414 58 382 796 97 9 893 15:00 119 440 113 452 892 119 5 1011 16:00 139 478 181 465 942 181 1 1124 17:00 109 400 217 406 805 217 3 1023 57831.03 5/8/18 Kimball Ave / Community Drive EAST S Burlington 4/25/2018 by video EB NB WB SB Major Street (total of both approaches) Minor Street (one direction only) Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2024 57831.03 5/8/18 Top Eight Hour Volumes (2024 No Build) Rank Hours Major* Minor** 1 16:00 942 181 NB Note: Peak Hours from Turning Movement Count: 2 12:00 968 110 NB AM - 07:30 AM to 3 17:00 805 217 NB PM - 04:30 PM to 4 8:00 896 126 SB 5 15:00 892 119 SB 6 13:00 862 98 SB 7 11:00 830 107 SB 8 7:00 784 144 SB * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 1 0 443 0 4 7:00 1 0 0 1 784 1 3 8:00 1 0 1 0 896 0 4 9:00 0 0 0 0 709 0 4 10:00 0 2 2 0 722 2 2 11:00 0 0 0 0 830 0 4 12:00 0 0 20 0 968 0 4 13:00 1 3 1 0 862 3 1 14:00 0 0 0 0 796 0 4 15:00 0 0 0 0 892 0 4 16:00 0 0 0 0 942 0 4 17:00 0 0 2 0 805 0 4 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 13:00 862 3 2 10:00 722 2 3 7:00 784 1 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 8:30 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2024 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: 12-Hour 2024 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 58 183 29 260 443 57.7 12 501 7:00 144 404 45 380 784 144 8 928 8:00 126 488 66 408 896 126 4 1022 9:00 82 379 48 330 709 82.4 11 791 10:00 70 354 48 368 722 70 10 792 11:00 107 399 98 432 830 107 7 937 12:00 105 489 110 479 968 110 2 1078 13:00 98 466 95 397 862 97.9 6 960 14:00 97 414 58 382 796 96.8 9 893 15:00 119 440 113 452 892 119 5 1011 16:00 139 478 181 465 942 181 1 1124 17:00 109 400 217 406 805 217 3 1023 Trip Generation for Build Scenario Hourly  Summary SB WB NB EB Total 06:00 82728265 7:00 11 40 56 3 110 8:00 61918144 9:00 0013013 10:00 00 00 0 11:00 00 50 5 12:00 00 80 8 13:00 00 80 8 14:00 00 30 3 15:00 14 20 7 16:00 62335266 17:00 13 45 49 3 109 57831.03 5/16/18 Kimball Ave / Community Drive EAST S Burlington 4/25/2018 by video EB NB WB SB Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2024 57831.03 5/16/18 12-Hour 2024 Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 65 210 57 261 472 65 12 537 7:00 156 444 101 383 827 156 6 982 8:00 131 508 84 409 917 131 4 1048 9:00 82 379 61 330 709 82 11 791 10:00 70 354 48 368 722 70 10 792 11:00 107 399 103 432 830 107 8 937 12:00 105 489 118 479 968 118 3 1086 13:00 98 466 102 397 862 102 7 964 14:00 97 414 60 382 796 97 9 893 15:00 121 444 116 452 896 121 5 1016 16:00 146 501 216 466 967 216 1 1183 17:00 122 444 266 409 853 266 2 1119 Top Eight Hour Volumes (2024 Build) Rank Hours Major* Minor** 1 16:00 967 216 NB Note: Peak Hours from Turning Movement Count: 2 17:00 853 266 NB AM - 07:30 AM to 3 12:00 968 118 NB PM - 04:30 PM to 4 8:00 917 131 SB 5 15:00 896 121 SB 6 7:00 827 156 SB 7 13:00 862 102 NB 8 11:00 830 107 SB * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Major Street (total of both approaches) Minor Street (one direction only) 8:30 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. EAST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2024 57831.03 5/16/18 Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 1 0 472 0 4 7:00 1 0 0 1 827 1 3 8:00 1 0 1 0 917 0 4 9:00 0 0 0 0 709 0 4 10:00 0 2 2 0 722 2 2 11:00 0 0 0 0 830 0 4 12:00 0 0 20 0 968 0 4 13:00 1 3 1 0 862 3 1 14:00 0 0 0 0 796 0 4 15:00 0 0 0 0 896 0 4 16:00 0 0 0 0 967 0 4 17:00 0 0 2 0 853 0 4 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 13:00 862 3 2 10:00 722 2 3 7:00 827 1 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 1 Counts ‐ Kimball Ave and Community Drive EAST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2024 Computations - Traffic Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Avenue and Community Drive WEST Intersection: Town: Count Date(s):Counter: Peak Hour Volumes RT Thru LT Ped RT Thru LT Ped RT Thru LT Ped RT Thru LT Ped AM pk hr000104342300070894750 01028 PM pk hr0000069550210692334320 01255 AM Peak Hour 07:45 AM -%SB WB NB EB auto n/a 93% 86% 95% 000 med not counted in video heavy n/a 7%14% 5% 0 0 % trucks 7% 14% 5% 475 434 89 23  700 Community Dr. (west) PM Peak Hour 04:30 PM -%SB WB NB EB auto n/a 99% 100% 97% 000 med not counted in video heavy n/a 1%0% 3% 0 0 % trucks 1% 0% 3% 432 695 33 5  69 0 21 Community Dr. (west) 57831.03 0 peds0 peds 2 peds Total 4/25/2018 4/30/18 PM pk hr 1255 SB EBNB Kimball Ave.1 peds 0 peds0 peds n/a 1028 AM pk hr S Burlington by video 08:45 AM 05:30 PM Kimball Ave.WB Kimball Ave.Community Dr. (west)Kimball Ave.n/a Kimball Ave / Community Drive WEST Kimball Ave.n/a Kimball Ave.0 peds0 peds1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: (3) PK Hr Graphics Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2019 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: Turning Movement Count Volumes - 4/25/2018 Hourly  Summary SB WB NB EB Rank Total 06:00 0 181 5 280 461 5 12 466 7:00 0 412 8 473 885 8 8 893 8:00 0 454 7 517 971 7 6 978 9:00 0 399 10 353 752 10 11 762 10:00 0 373 19 374 747 19 10 766 11:00 0 447 34 457 904 34 7 938 12:00 0 529 37 468 997 37 3 1034 13:00 0 513 38 447 960 38 5 998 14:00 0 447 31 378 825 31 9 856 15:00 0 561 43 442 1003 43 2 1046 16:00 0 648 67 449 1097 67 1 1164 17:00 0 585 68 372 957 68 4 1025 Turning Movement Count Adjustment Factor (adjust count data to 2019 No Build volumes) SB WB NB EB Factor 1.00 1.00 1.00 1.00 12-Hour 2019 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 181 5 280 461 5 12 466 7:00 0 412 8 473 885 8 8 893 8:00 0 454 7 517 971 7 6 978 9:00 0 399 10 353 752 10 11 762 10:00 0 373 19 374 747 19 10 766 11:00 0 447 34 457 904 34 7 938 12:00 0 529 37 468 997 37 3 1034 13:00 0 513 38 447 960 38 5 998 14:00 0 447 31 378 825 31 9 856 15:00 0 561 43 442 1003 43 2 1046 16:00 0 648 67 449 1097 67 1 1164 17:00 0 585 68 372 957 68 4 1025 57831.03 5/8/18 Kimball Ave / Community Drive WEST S Burlington EB NB WB 4/25/2018 by video Major Street (total of both approaches) Minor Street (one direction only) Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2019 57831.03 5/8/18 Top Eight Hour Volumes (2019 No Build) Rank Hours Major* Minor** 1 16:00 1097 67 Note: Peak Hours from Turning Movement Count: 2 15:00 1003 43 AM - 07:45 AM to 3 12:00 997 37 PM - 04:30 PM to 4 17:00 957 68 5 13:00 960 38 6 8:00 971 7 7 11:00 904 34 8 7:00 885 8 * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 2 0 461 0 3 7:00 1 0 1 0 885 0 3 8:00 1 0 0 0 971 0 3 9:00 0 0 0 0 752 0 3 10:00 0 0 0 0 747 0 3 11:00 0 0 0 0 904 0 3 12:00 0 0 31 0 997 0 3 13:00 0 0 4 1 960 1 1 14:00 0 0 3 0 825 0 3 15:00 0 0 0 1 1003 1 1 16:00 1 0 0 0 1097 0 3 17:00 0 0 2 0 957 0 3 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 15:00 1003 1 2 13:00 960 1 30 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 8:45 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2019 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: 12-Hour 2019 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 181 5 280 461 5 12 466 7:00 0 412 8 473 885 8 8 893 8:00 0 454 7 517 971 7 6 978 9:00 0 399 10 353 752 10 11 762 10:00 0 373 19 374 747 19 10 766 11:00 0 447 34 457 904 34 7 938 12:00 0 529 37 468 997 37 3 1034 13:00 0 513 38 447 960 38 5 998 14:00 0 447 31 378 825 31 9 856 15:00 0 561 43 442 1003 43 2 1046 16:00 0 648 67 449 1097 67 1 1164 17:00 0 585 68 372 957 68 4 1025 Trip Generation for Build Scenario Hourly  Summary SB WB NB EB Total 06:00 2313972 7:00 36257122 8:00 1202849 9:00 014014 10:00 0000 11:00 0606 12:00 0808 13:00 0808 14:00 0303 15:00 0358 16:00 2393273 17:00 35464121 57831.03 5/16/18 Kimball Ave / Community Drive WEST S Burlington 4/25/2018 by video EB NB WB Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2019 57831.03 5/16/18 12-Hour 2019 Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 183 36 319 502 36 12 538 7:00 0 415 70 530 945 70 6 1015 8:00 0 455 27 545 1000 27 5 1027 9:00 0 399 24 353 752 24 10 776 10:00 0 373 19 374 747 19 11 766 11:00 0 447 40 457 904 40 8 944 12:00 0 529 45 468 997 45 4 1042 13:00 0 513 46 447 960 46 7 1006 14:00 0 447 34 378 825 34 9 859 15:00 0 561 46 447 1009 46 3 1054 16:00 0 650 106 481 1131 106 1 1237 17:00 0 588 122 436 1024 122 2 1146 Top Eight Hour Volumes (2019 Build) Rank Hours Major* Minor** 1 16:00 1131 106 Note: Peak Hours from Turning Movement Count: 2 17:00 1024 122 AM - 07:45 AM to 3 15:00 1009 46 PM - 04:30 PM to 4 12:00 997 45 5 8:00 1000 27 6 7:00 945 70 7 13:00 960 46 8 11:00 904 40 * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Major Street (total of both approaches) Minor Street (one direction only) 8:45 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2019 57831.03 5/16/18 Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 2 0 502 0 3 7:00 1 0 1 0 945 0 3 8:00 1 0 0 0 1000 0 3 9:00 0 0 0 0 752 0 3 10:00 0 0 0 0 747 0 3 11:00 0 0 0 0 904 0 3 12:00 0 0 31 0 997 0 3 13:00 0 0 4 1 960 1 1 14:00 0 0 3 0 825 0 3 15:00 0 0 0 1 1009 1 1 16:00 1 0 0 0 1131 0 3 17:00 0 0 2 0 1024 0 3 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 15:00 1009 1 2 13:00 960 1 30 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2019 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2024 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: 12-Hour 2019 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 181 5 280 461 5 12 466 7:00 0 412 8 473 885 8 8 893 8:00 0 454 7 517 971 7 6 978 9:00 0 399 10 353 752 10 11 762 10:00 0 373 19 374 747 19 10 766 11:00 0 447 34 457 904 34 7 938 12:00 0 529 37 468 997 37 3 1034 13:00 0 513 38 447 960 38 5 998 14:00 0 447 31 378 825 31 9 856 15:00 0 561 43 442 1003 43 2 1046 16:00 0 648 67 449 1097 67 1 1164 17:00 0 585 68 372 957 68 4 1025 Future Year Adjustment Factor (2019 No Build volumes to 2024 No Build volumes) SB WB NB EB Factor 1.03 1.03 1.03 1.03 12-Hour 2024 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 186 5 288 475 5 12 480 7:00 0 424 8 487 912 8 8 920 8:00 0 468 7 533 1000 7 6 1007 9:00 0 411 10 364 775 10 11 785 10:00 0 384 20 385 769 20 10 789 11:00 0 460 35 471 931 35 7 966 12:00 0 545 38 482 1027 38 3 1065 13:00 0 528 39 460 989 39 5 1028 14:00 0 460 32 389 850 32 9 882 15:00 0 578 44 455 1033 44 2 1077 16:00 0 667 69 462 1130 69 1 1199 17:00 0 603 70 383 986 70 4 1056 57831.03 5/8/18 Kimball Ave / Community Drive WEST S Burlington 4/25/2018 by video EB NB WB Major Street (total of both approaches) Minor Street (one direction only) Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - No Build 2024 57831.03 5/8/18 Top Eight Hour Volumes (2024 No Build) Rank Hours Major* Minor** 1 16:00 1130 69 Note: Peak Hours from Turning Movement Count: 2 15:00 1033 44 AM - 07:45 AM to 3 12:00 1027 38 PM - 04:30 PM to 4 17:00 986 70 5 13:00 989 39 6 8:00 1000 7 7 11:00 931 35 8 7:00 912 8 * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 2 0 475 0 3 7:00 1 0 1 0 912 0 3 8:00 1 0 0 0 1000 0 3 9:00 0 0 0 0 775 0 3 10:00 0 0 0 0 769 0 3 11:00 0 0 0 0 931 0 3 12:00 0 0 31 0 1027 0 3 13:00 0 0 4 1 989 1 1 14:00 0 0 3 0 850 0 3 15:00 0 0 0 1 1033 1 1 16:00 1 0 0 0 1130 0 3 17:00 0 0 2 0 986 0 3 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 15:00 1033 1 2 13:00 989 1 30 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 8:45 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ NO BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2024 Intersection: Town: Count Date(s):Counter: Major Street approaches:Minor Street approaches: 12-Hour 2024 No Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 186 5 288 475 5.15 12 480 7:00 0 424 8 487 912 8.24 8 920 8:00 0 468 7 533 1000 7.21 6 1007 9:00 0 411 10 364 775 10.3 11 785 10:00 0 384 20 385 769 19.6 10 789 11:00 0 460 35 471 931 35 7 966 12:00 0 545 38 482 1027 38.1 3 1065 13:00 0 528 39 460 989 39.1 5 1028 14:00 0 460 32 389 850 31.9 9 882 15:00 0 578 44 455 1033 44.3 2 1077 16:00 0 667 69 462 1130 69 1 1199 17:00 0 603 70 383 986 70 4 1056 Trip Generation for Build Scenario Hourly  Summary SB WB NB EB Total 06:00 0 2 31 39 72 7:00 0 3 62 57 122 8:00 0 1 20 28 49 9:00 0014014 10:00 00 00 0 11:00 00 60 6 12:00 00 80 8 13:00 00 80 8 14:00 00 30 3 15:00 00 35 8 16:00 0 2 39 32 73 17:00 0 3 54 64 121 57831.03 5/16/18 Kimball Ave / Community Drive WEST S Burlington 4/25/2018 by video EB NB WB Major Street (total of both approaches) Minor Street (one direction only) 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2024 57831.03 5/16/18 12-Hour 2024 Build Volumes Hourly  Summary SB WB NB EB Rank Total 06:00 0 188 37 327 515 37 12 552 7:00 0 427 70 544 971 70 6 1042 8:00 0 469 27 560 1029 27 5 1056 9:00 0 411 25 364 775 25 10 799 10:00 0 384 20 385 769 20 11 789 11:00 0 460 41 471 931 41 8 972 12:00 0 545 46 482 1027 46 4 1073 13:00 0 528 47 460 989 47 7 1036 14:00 0 460 35 389 850 35 9 884 15:00 0 578 47 461 1039 47 3 1085 16:00 0 669 108 495 1164 108 1 1272 17:00 0 606 124 447 1053 124 2 1177 Top Eight Hour Volumes (2024 Build) Rank Hours Major* Minor** 1 16:00 1164 108 Note: Peak Hours from Turning Movement Count: 2 17:00 1053 124 AM - 07:45 AM to 3 15:00 1039 47 PM - 04:30 PM to 4 12:00 1027 46 5 8:00 1029 27 6 7:00 971 70 7 13:00 989 47 8 11:00 931 41 * Major Street (total of both approaches) ** Minor Street (one direction only), assume higher of two minor approaches is two minor approaches. Major Street (total of both approaches) Minor Street (one direction only) 8:45 AM 5:30 PM 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2024 Computations - 12 Hr Volumes Project: Cross Tech Park Project #: Location: S. Burlington, VT Sheet: Calculated by: JDA Date: Checked by: Date: Title: Cross Tech Park Traffic Intersection: Kimball Ave. and Community Dr. WEST 12-Hour Traffic Volume Calculations to be used for Signal Warrant Analysis - Build 2024 57831.03 5/16/18 Pedestrians at Intersection 1 HR TOTALS Begin Time SB WB NB EB Rank (peds) 06:00 1 0 2 0 515 0 3 7:00 1 0 1 0 971 0 3 8:00 1 0 0 0 1029 0 3 9:00 0 0 0 0 775 0 3 10:00 0 0 0 0 769 0 3 11:00 0 0 0 0 931 0 3 12:00 0 0 31 0 1027 0 3 13:00 0 0 4 1 989 1 1 14:00 0 0 3 0 850 0 3 15:00 0 0 0 1 1039 1 1 16:00 1 0 0 0 1164 0 3 17:00 0 0 2 0 1053 0 3 Highest Four Hour Pedestrian Volumes Rank Hours Major* Peds 1 15:00 1039 1 2 13:00 989 1 30 40 Peds Major Street (total of both approaches) Peds Crossing on Major Street 1 Counts ‐ Kimball Ave and Community Drive WEST 2018.04.25. Tab: 12‐Hr for SWA ‐ BUILD 2024 Traffic Volume Development Trip Generation - AM Peak Hour060000023024 6 00029030000300029000000057359 0 3011000 000 000 00000  340 000000003534 6631241 6054 60300  62056 600 2900VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. Trip Generation - PM Peak Hour060000026020 5 00032026000260032000000064351 0 3013000 000 000 00000  345 000000003138 5631036 6761 50260  54048 600 3200VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2019 AM No Build15 222 1552163514432257171144 99 1423 251 38521162112121691 336 31600000475434892370082 42 395243 5 0 5 28 183 39 87 473 8282343  8585 2030 3980 4742030 204107 6010636 8 16 008172 167316  0 0 0 38 240 80 513 610 281US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)VT 2A at Marshall Ave.Marshall Ave. at S. Brownell Rd.Community Dr. at Site Drive 2019 AM Build15 228 1552163514432280171168 105 1423 251 41321192112121981 336 344000004754341462666 0 382 53 395243 5 0 5 28 183 39 87 473 8282343  88125 2030 3980 4742030 240141 6611239 20 57 6054 8772 197316  62 0 56 44 240 80 542 610 281VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2019 PM No Build34 169 1522318542259090239285 297 17417 349 126153033161444719 368 2180000043269533569 0 2187 22 32537 10 0 20 67 259 99 173 723 44380413  3525 1010 5785 174256020 374247 202164129 31 91 0090104 606337  0 0 0 35 132 71 412 469 474VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2019 PM Build34 175 15223185422590116239305 302 17417 349 158153293161447319 368 25000000432695978120 0 2487 35 32537 10 0 20 67 259 99 173 723 44380413  3870 1010 5785 174256020 404285 207170132 41 127 6761 96104 632337  54 0 48 41 132 71 444 469 474VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2024 AM No Build15 229 1602265529445265176148 102 1463 259 39622167112121741 346 32500000489447922470084 43 405444 5 0 5 29 189 41 90 487 8290353  8888 2131 4182 4842131 210110 6210937 8 16 008474 172325  0 0 0 39 247 82 528 628 289VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2024 AM Build15 234 1602265529445288176172 108 1463 259 42522197112122031 346 354000004894471492766 0 384 55 405444 5 0 5 29 189 41 90 487 8290353  90127 2131 4182 4842131 246144 6811540 20 58 6054 9074 202325  62 0 56 45 247 82 557 628 289VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2024 PM No Build35 174 1572419143560893246294 306 17917 359 130153123161446120 379 2250000044571634571 0 2290 23 33557 10 0 21 69 266 102 178 745 45391425  3626 1010 5987 179266221 385254 208169133 32 94 0093108 624347  0 0 0 36 136 73 424 483 488VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. 2024 PM Build35 180 15724191435608118246314 311 17917 359 162153383161448620 379 25700000445716988122 0 2490 35 33557 10 0 21 69 266 102 178 745 45391425  3971 1010 5987 179266221 415293 213175135 42 129 6761 98108 650347  54 0 48 42 136 73 456 483 488VT 2A at Marshall Ave.US 2 at Kennedy DriveKennedy D. at Kimball Ave.Kimball Ave. at Community Dr. (west)Kimball Ave. at Community Dr. (east)Community Dr. at Site DriveMarshall Ave. at S. Brownell Rd. Computations - AM Peak Hour VolsProject: Location:design year 1: 2019 Total: 232Calculated by: JDA Date:design year 2: 2024 entering: 114Checked by: Date:Analysis Period: AM exiting: 118Pass‐By In:0Pass‐By Out: 0* underlined roadway is N/S1: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport DrEB WB NB SB EB WB NB SB EB WB NB SB1L 21 171 144 155 L 21 171 144 155 L 24Kennedy Dr / US 2 / Airport DrT 514 432 99 222 T 514 432 99 222 T 6 6Tues., June 23, 2015 R 257 63 142 15 2235 R 257 63 142 15 2235 R 23 582015 Enter 792 666 385 392 2235 Enter 792 666 385 392 2235 Enter 23 0 30 6 58Exit 811 591 183 650 2235 Exit 811 591 183 650 2235 Exit 0 24 6 29 58% Trucks 6% 6% 9% 5% % Trucks % TrucksPeds2000 Peds2000 PedsPeak Hour 7:45 ‐ 8:45 am Total Adjust: 1.00 Peak Hour Peak Hour2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry LnEB WB NB SB EB WB NB SB EB WB NB SB2L 20 159 1 363 L 21 169 1 385 L 30 29Kennedy Dr / Kimball Ave / Bayberry LnT 10 2 317 237 T 11 2 336 251 TTues., June 23, 2015 R 11 153 298 3 1574 R 12 162 316 3 1668 R 30 29 1162015 Enter 41 314 616 603 1574 Enter 43 333 653 639 1668 Enter 0 59 29 29 116Exit 671 6 490 407 1574 Exit 711 6 519 431 1668 Exit 57 0 30 30 116* online data: SB=Bayberry % Trucks 0% 9% 5% 4% % Trucks % Trucksrotated here to match Synchro Peds2000 Peds2000 PedsPeak Hour 7:30 ‐ 8:30 am Total Adjust: 1.06 Peak Hour Peak Hour3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SB3L 0 23 7 0 L 0 23 7 0 L 3 59Community Dr (west) / Kimball AveT 475 434 0 0 T 475 434 0 0 TWed., April 25, 2018 R 89 0 0 0 1028 R 89 0 0 0 1028 R 57 3 1222018 Enter 564 457 7 0 1028 Enter 564 457 7 0 1028 Enter 57 3 62 0 122Exit 475 441 0 112 1028 Exit 475 441 0 112 1028 Exit 3 59 0 60 122% Trucks 5% 7% 14% 0% % Trucks % TrucksPeds0001 Peds0001 PedsPeak Hour 7:45 am ‐ 8:45 am Total Adjust: 1.00 Peak Hour Peak Hour4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SB4L 52 85 36 39 L 52 85 36 39 L 40 3Community Dr (east) / Kimball AveT 282 343 8 42 T 282 343 8 42 T 12 11Wed., April 25, 2018 R 85 43 16 82 1113 R 85 43 16 82 1113 R 3 41 1102018 Enter 419 471 60 163 1113 Enter 419 471 60 163 1113 Enter 3 40 56 11 110Exit 337 461 103 212 1113 Exit 337 461 103 212 1113 Exit 41 3 12 54 110% Trucks 4% 7% 2% 4% % Trucks % TrucksPeds1011 Peds1011 PedsPeak Hour 7:30 ‐ 8:30 am Total Adjust: 1.00 Peak Hour Peak Hour5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall AveEB WB NB SB EB WB NB SB EB WB NB SB5L 34 62 33 34 L 39 72 38 39 L 6S Brownell Rd / Marshall AveT 176 92 207 158 T 204 107 240 183 T 35 34Wed., April 25, 2018 R 70 69 69 24 1028 R 81 80 80 28 1192 R 6 812018 Enter 280 223 309 216 1028 Enter 325 259 358 251 1192 Enter 41 34 6 0 81Exit 279 149 310 290 1028 Exit 324 173 360 336 1192 Exit 35 40 0 6 81% Trucks 4% 4% 9% 6% % Trucks % TrucksPeds3111 Peds3111 PedsPeak Hour 7:30 ‐ 8:30 am Total Adjust: 1.16 Peak Hour Peak HourTech. ParkUnadjusted Data 2019 AM No Build Trip Generation5/14/18Williston, VT * underlined roadway is N/S1Kennedy Dr / US 2 / Airport DrTues., June 23, 201520152Kennedy Dr / Kimball Ave / Bayberry LTues., June 23, 20152015* online data: SB=Bayberryrotated here to match Synchro3Community Dr (west) / Kimball AveWed., April 25, 201820184Community Dr (east) / Kimball AveWed., April 25, 201820185S Brownell Rd / Marshall AveWed., April 25, 20182018Computations - AM Peak Hour VolsProject: Location:Calculated by: JDA Date:Checked by: Date:Build Year Growth Factor: 1.031: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport DrEB WB NB SB EB WB NB SB EB WB NB SBL 21 171 168 155 L 22 176 148 160 L 22 176 172 160T 514 432 105 228 T 529 445 102 229 T 529 445 108 234R 280 63 142 15 2293 R 265 65 146 15 2302 R 288 65 146 15 2360Enter 815 666 415 398 2293 Enter 816 686 397 404 2302 Enter 839 686 426 409 2360Exit 811 615 189 679 2293 Exit 835 609 188 670 2302 Exit 835 632 194 698 2360% Trucks % Trucks % TrucksPeds 2 0 0 0 Peds 0 0 0 0 Peds 2 0 0 0Peak Hour Peak Hour Peak Hour2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry LnEB WB NB SB EB WB NB SB EB WB NB SBL 21 198 1 413 L 22 174 1 396 L 22 203 1 425T 11 2 336 251 T 11 2 346 259 T 11 2 346 259R 12 192 344 3 1784 R 12 167 325 3 1718 R 12 197 354 3 1834Enter 43 392 681 668 1784 Enter 45 343 673 658 1718 Enter 45 402 701 687 1834Exit 768 6 549 461 1784 Exit 733 7 535 444 1718 Exit 790 7 564 474 1834% Trucks % Trucks % TrucksPeds 2 0 0 0 Peds 0 0 0 0 Peds 2 0 0 0Peak Hour Peak Hour Peak Hour3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SBL 0 26 66 0 L 0 24 7 0 L 0 27 66 0T 475 434 0 0 T 489 447 0 0 T 489 447 0 0R 146 0 3 0 1150 R 92 0 0 0 1059 R 149 0 3 0 1181Enter 621 460 69 0 1150 Enter 581 471 7 0 1059 Enter 638 474 69 0 1181Exit 478 500 0 172 1150 Exit 489 454 0 115 1059 Exit 492 513 0 175 1181% Trucks % Trucks % TrucksPeds 0 0 0 1 Peds PedsPeak Hour Peak Hour Peak Hour4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SBL 52 125 39 39 L 54 88 37 40 L 54 127 40 40T 282 343 20 53 T 290 353 8 43 T 290 353 20 55R 88 43 57 82 1223 R 88 44 16 84 1146 R 90 44 58 84 1257Enter 422 511 116 174 1223 Enter 432 485 62 168 1146 Enter 434 525 118 179 1257Exit 378 464 115 266 1223 Exit 347 475 106 218 1146 Exit 388 478 118 273 1257% Trucks % Trucks % TrucksPeds 1 0 1 1 Peds PedsPeak Hour Peak Hour Peak Hour5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall AveEB WB NB SB EB WB NB SB EB WB NB SBL 39 72 44 39 L 41 74 39 41 L 41 74 45 41T 240 141 240 183 T 210 110 247 189 T 246 144 247 189R 87 80 80 28 1274 R 84 82 82 29 1228 R 90 82 82 29 1309Enter 366 293 364 251 1274 Enter 335 266 369 258 1228 Enter 376 301 375 258 1309Exit 359 213 360 342 1274 Exit 333 178 370 346 1228 Exit 369 218 370 352 1309% Trucks % Trucks % TrucksPeds 3 1 1 1 Peds PedsPeak Hour Peak Hour Peak Hour0% 0%0% 0% 0%0%2024 AM Build2019 AM Build 2024 AM No Build5/14/18Williston, VTTech. Park Computations - AM Peak Hour VolsProject: Location:design year 1: 2019 Total: 232Calculated by: JDA Date:design year 2: 2024 entering: 114Checked by: Date:Analysis Period: AM exiting: 118Pass‐By In:0Pass‐By Out: 0Tech. ParkUnadjusted Data 2019 AM No Build Trip Generation5/14/18Williston, VT6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree PlEB WB NB SB EB WB NB SB EB WB NB SB6L 47 316 513 8 L 47 316 513 8 L 29VT 2A / Marshall Ave / Maple Tree PlT 60 106 610 473 T 60 106 610 473 T 6 6Tues., June 13, 2017 R 167 4 281 87 2672 R 167 4 281 87 2672 R 30 702017 Enter 274 426 1404 568 2672 Enter 274 426 1404 568 2672 Enter 35 6 29 0 70Exit 349 706 661 956 2672 Exit 349 706 661 956 2672 Exit 6 34 0 30 70% Trucks 16% 1% 5% 7% % Trucks % TrucksPeds0063 Peds0063 PedsPeak Hour 7:30 ‐ 8:30 am Total Adjust: 1.00 Peak Hour Peak Hour7: Community Dr / Site Drive 7: Community Dr / Site Drive 7: Community Dr / Site DriveEB WB NB SB EB WB NB SB EB WB NB SB7L20005 L20005 L 5462Community Dr / Site DriveT 20 30 0 0 T 20 30 0 0 T2016 Study Volumes for R 0 30 0 5 110 R 0 30 0 5 110 R 60 56 2322017 PM No Build Enter 40 60 0 10 110 Enter 40 60 0 10 110 Enter 60 54 118 0 2322017 Exit 25 35 50 0 110 Exit 25 35 50 0 110 Exit 56 62 0 114 232% Trucks% Trucks % TrucksPedsPeds0000 PedsPeak Hour Total Adjust: 1.00 Peak Hour Peak HourSite Trip Generation to/fromthe north on Airport Drive; 5%the west on US2; 20%the south and west on Kennedy Drive; 25%the north on Gregory Drive; 10%the east on Shunpike Road; 5%the south on South Brownell Road; 5%the east Maple Tree Place; and 5%the south on VT 2A. 25%0%0% 6VT 2A / Marshall Ave / Maple Tree PlTues., June 13, 201720177Community Dr / Site Drive2016 Study Volumes for2017 PM No Build2017Computations - AM Peak Hour VolsProject: Location:Calculated by: JDA Date:Checked by: Date:Build Year Growth Factor: 1.032024 AM Build2019 AM Build 2024 AM No Build5/14/18Williston, VTTech. Park6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree PlEB WB NB SB EB WB NB SB EB WB NB SBL 47 316 542 8 L 48 325 528 8 L 48 325 557 8T 66 112 610 473 T 62 109 628 487 T 68 115 628 487R 197 4 281 87 2742 R 172 4 289 90 2752 R 202 4 289 90 2822Enter 309 432 1433 568 2742 Enter 282 439 1446 585 2752 Enter 318 444 1475 585 2822Exit 355 740 661 986 2742 Exit 359 727 681 985 2752 Exit 365 761 681 1014 2822% Trucks % Trucks % TrucksPeds 0 0 6 3 Peds 0 0 0 0 Peds 0 0 6 3Peak Hour Peak Hour Peak Hour7: Community Dr / Site Drive 7: Community Dr / Site Drive 7: Community Dr / Site DriveEB WB NB SB EB WB NB SB EB WB NB SBL20 54 62 5 L21 0 0 5 L21 54 62 5T 20 30 0 0 T 21 31 0 0 T 21 31 0 0R 60 30 56 5 342 R 0 31 0 5 113 R 60 31 56 5 345Enter 100 114 118 10 342 Enter 41 62 0 10 113 Enter 101 116 118 10 345Exit 81 97 50 114 342 Exit 26 36 52 0 113 Exit 82 98 52 114 345% Trucks % Trucks % TrucksPeds 0 0 0 0 Peds 0 0 0 0 Peds 0 0 0 0Peak Hour Peak Hour Peak Hour0%0% 0% 0%0% 0% Computations - PM Peak Hour VolsProject: Location:design year 1: 2019 Total: 230Calculated by: JDA Date:design year 2: 2024 entering: 128Checked by: Date:Analysis Period: PM exiting: 102Pass‐By In:0Pass‐By Out: 0* underlined roadway is N/S1: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport DrEB WB NB SB ATR ID: EBWBNBSB EBWBNBSB1L 23 239 285 152 ATR/CTC AADT: L 23 239 285 152 L 20T 422 590 297 169 AADT Yr: T 422 590 297 169 T 5 6R 90 185 174 34 2660 TMC Yr: R 90 185 174 34 2660 R 26 58Mon., June 22, 2015 Enter 535 1014 756 355 2660 DHV Adjusted @ #2: 686 Enter 535 1014 756 355 2660 Enter 26 0 26 6 582015 Exit 748 909 505 498 2660 Corr. Count: 756 Exit 748 909 505 498 2660 Exit 0 20 5 32 58% Trucks 7% 1% 1% 3% DHV Adjust: 0.91 % Trucks 7% 1% 1% 3% % TrucksPeds4204 Adjust. AADT‐>Yr #11.00 Peds4204 PedsPeak Hour 4:30 ‐ 5:30 pm Total Adjust:* 1.00 Peak Hour Peak Hour2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry LnEB WB NB SB ATR ID: D450 EB WB NB SB EB WB NB SB2L 14 422 18 119 ATR/CTC AADT: 9565 L 15 447 19 126 L 26 32T 3 15 347 329 AADT Yr: 2017 T 3 16 368 349 TR 13 286 206 16 1788 TMC Yr: 2015 R 14 303 218 17 1895 R 26 32 115Mon., June 22, 2015 Enter 30 723 571 464 1788 DHV (Red Book): 1100 Enter 32 766 605 492 1895 Enter 0 51 32 32 1152015 Exit 328 49 647 764 1788 Corr. Count: 1051 Exit 348 52 686 810 1895 Exit 64 0 26 26 115* online data: SB=Bayberry % Trucks 0% 14% 3% 2% DHV Adjust: 1.05 % Trucks 0% 14% 3% 2% % Trucksrotated here to match Synchro Peds1031 Adjust. AADT‐>Yr #11.01 Peds1031 PedsPeak Hour 4:30 ‐ 5:30 pm Total Adjust: 1.06 Peak Hour Peak Hour3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball AveEB WB NB SB ATR ID: D450 EB WB NB SB EB WB NB SB3L0 5 69 0 ATR/CTC AADT: 9565 L 0 5 69 0 L 3 51T 432 695 0 0 AADT Yr: 2017 T 432 695 0 0 TR 33 0 21 0 1255 TMC Yr: 2018 R 33 0 21 0 1255 R 64 3 121Wed., April 25, 2018 Enter 465 700 90 0 1255 DHV (Red Book): 1100 Enter 465 700 90 0 1255 Enter 64 3 54 0 1212018 Exit 453 764 0 38 1255 Corr. Count: 1229 Exit 453 764 0 38 1255 Exit 3 51 0 67 121% Trucks 3% 1% 0% 0% DHV Adjust: 0.90 % Trucks 3% 1% 0% 0% % TrucksPeds0020 Adjust. AADT‐>Yr #11.01 Peds0020 PedsPeak Hour 4:30 ‐ 5:30 pm Total Adjust: 1.00 Peak Hour Peak Hour4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball AveEB WB NB SB ATR ID: D412 EB WB NB SB EB WB NB SB4L 53 25 129 32 ATR/CTC AADT: 7385 L 53 25 129 32 L 45 3T 380 413 31 22 AADT Yr: 2017 T 380 413 31 22 T 10 13R 35 7 91 87 1305 TMC Yr: 2018 R 35 7 91 87 1305 R 3 36 109Wed., April 25, 2018 Enter 468 445 251 141 1305 DHV (Red Book): 870 Enter 468 445 251 141 1305 Enter 3 45 48 13 1092018 Exit 503 629 91 82 1305 Corr. Count: 948 Exit 503 629 91 82 1305 Exit 36 3 10 61 109% Trucks 2% 1% 1% 1% DHV Adjust: 0.92 % Trucks 2% 1% 1% 1% % TrucksPeds0010 Adjust. AADT‐>Yr #11.01 Peds0010 PedsPeak Hour 4:30 ‐ 5:30 pm Total Adjust: 1.00 Peak Hour Peak Hour5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall AveEB WB NB SB ATR ID: D606 EB WB NB SB EB WB NB SB5L49903085 ATR/CTC AADT: 8367 L 57 104 35 99 L 6T 322 213 114 223 AADT Yr: 2017 T 374 247 132 259 T 31 38R 78 73 61 58 1396 TMC Yr: 2018 R 90 85 71 67 1619 R 5 81Wed., April 25, 2018 Enter 449 376 205 366 1396 DHV (Red Book): 970 Enter 521 436 238 425 1619 Enter 36 38 6 0 812018 Exit 468 301 236 391 1396 Corr. Count: 844 Exit 543 349 274 454 1619 Exit 31 45 0 5 81% Trucks 1% 1% 0% 1% DHV Adjust: 1.15 % Trucks 1% 1% 0% 1% % TrucksPeds0000 Adjust. AADT‐>Yr #11.01 Peds0000 PedsPeak Hour 4:30 ‐ 5:30 pm Total Adjust:* 1.16 Peak Hour Peak HourKennedy Dr / US 2 / Airport DrKennedy Dr / Kimball Ave / Bayberry LnCommunity Dr (west) / Kimball AveCommunity Dr (east) / Kimball AveS Brownell Rd / Marshall AveTech. ParkTrip Generation2019 PM No BuildUnadjusted Data5/14/18Williston, VT * underlined roadway is N/S1Mon., June 22, 201520152Mon., June 22, 20152015* online data: SB=Bayberryrotated here to match Synchro3Wed., April 25, 201820184Wed., April 25, 201820185Wed., April 25, 20182018Kennedy Dr / US 2 / Airport DrKennedy Dr / Kimball Ave / Bayberry LnCommunity Dr (west) / Kimball AveCommunity Dr (east) / Kimball AveS Brownell Rd / Marshall AveComputations - PM Peak Hour VolsProject: Location:Calculated by: JDA Date:Checked by: Date:Build Year Growth Factor: 1.031: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport Dr 1: Kennedy Dr / US 2 / Airport DrEB WB NB SB EB WB NB SB EB WB NB SBL 23 239 305 152 L 24 246 294 157 L 24 246 314 157T 422 590 302 175 T 435 608 306 174 T 435 608 311 180R 116 185 174 34 2718 R 93 191 179 35 2740 R 118 191 179 35 2797Enter 561 1014 782 361 2718 Enter 551 1044 779 366 2740 Enter 577 1044 804 372 2797Exit 748 929 510 530 2718 Exit 770 936 520 513 2740 Exit 770 957 525 545 2797% Trucks % Trucks % TrucksPeds 4 2 0 4 Peds 0 0 0 0 Peds 4 2 0 4Peak Hour Peak Hour Peak Hour2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry Ln 2: Kennedy Dr / Kimball Ave / Bayberry LnEB WB NB SB EB WB NB SB EB WB NB SBL 15 473 19 158 L 15 461 20 130 L 15 486 20 162T 3 16 368 349 T 3 16 379 359 T 3 16 379 359R 14 329 250 17 2010 R 14 312 225 17 1952 R 14 338 257 17 2067Enter 32 817 637 524 2010 Enter 33 789 623 507 1952 Enter 33 840 655 539 2067Exit 412 52 711 835 2010 Exit 358 53 706 834 1952 Exit 422 53 732 860 2067% Trucks % Trucks % TrucksPeds 1 0 3 1 Peds 0 0 0 0 Peds 1 0 3 1Peak Hour Peak Hour Peak Hour3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball Ave 3: Community Dr (west) / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SBL 0 8 120 0 L 0 5 71 0 L 0 8 122 0T 432 695 0 0 T 445 716 0 0 T 445 716 0 0R 97 0 24 0 1376 R 34 0 22 0 1293 R 98 0 24 0 1413Enter 529 703 144 0 1376 Enter 479 721 93 0 1293 Enter 543 724 146 0 1413Exit 456 815 0 105 1376 Exit 467 787 0 39 1293 Exit 469 838 0 106 1413% Trucks % Trucks % TrucksPeds 0 0 2 0 Peds PedsPeak Hour Peak Hour Peak Hour4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball Ave 4: Community Dr (east) / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SBL 53 70 132 32 L 55 26 133 33 L 55 71 135 33T 380 413 41 35 T 391 425 32 23 T 391 425 42 35R 38 7 127 87 1414 R 36 7 94 90 1344 R 39 7 129 90 1453Enter 471 490 299 154 1414 Enter 482 458 259 145 1344 Enter 485 503 307 158 1453Exit 539 632 101 143 1414 Exit 518 648 94 84 1344 Exit 554 650 104 145 1453% Trucks % Trucks % TrucksPeds 0 0 1 0 Peds PedsPeak Hour Peak Hour Peak Hour5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall Ave 5: S Brownell Rd / Marshall AveEB WB NB SB EB WB NB SB EB WB NB SBL 57 104 41 99 L 59 108 36 102 L 59 108 42 102T 404 285 132 259 T 385 254 136 266 T 415 293 136 266R 96 85 71 67 1700 R 93 87 73 69 1668 R 98 87 73 69 1748Enter 557 475 244 425 1700 Enter 536 449 245 437 1668 Enter 572 488 251 437 1748Exit 573 394 274 459 1700 Exit 559 360 282 467 1668 Exit 590 404 282 472 1748% Trucks % Trucks % TrucksPeds 0 0 0 0 Peds PedsPeak Hour Peak Hour Peak HourTech. Park Williston, VT5/14/182024 PM No Build0%2019 PM Build7%2024 PM Build0%7%0%0% Computations - PM Peak Hour VolsProject: Location:design year 1: 2019 Total: 230Calculated by: JDA Date:design year 2: 2024 entering: 128Checked by: Date:Analysis Period: PM exiting: 102Pass‐By In:0Pass‐By Out: 0Tech. ParkTrip Generation2019 PM No BuildUnadjusted Data5/14/18Williston, VT6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree PlEB WB NB SB ATR ID: D606 EB WB NB SB EB WB NB SB6L 174 337 412 44 ATR/CTC AADT: 8367 L 174 337 412 44 L 32T 202 164 469 723 AADT Yr: 2017 T 202 164 469 723 T 5 6R 606 25 474 173 3803 TMC Yr: 2017 R 606 25 474 173 3803 R 26 69Mon., June 12, 2017 Enter 982 526 1355 940 3803 DHV (Red Book): 970 Enter 982 526 1355 940 3803 Enter 31 6 32 0 692017 Exit 720 749 668 1666 3803 Corr. Count: 1731 Exit 720 749 668 1666 3803 Exit 5 38 0 26 69% Trucks 2% 1% 3% 3% DHV Adjust: 0.56 % Trucks 2% 1% 3% 3% % TrucksPeds5001 Adjust. AADT‐>Yr #11.01 Peds5001 PedsPeak Hour 5:00 ‐ 6:00 pm Total Adjust: 1.00 Peak Hour Peak Hour7: Community Dr / Site Drive 7: Community Dr / Site Drive 7: Community Dr / Site DriveEB WB NB SB EB WB NB SB EB WB NB SB7L 10 0 0 20 L 10 0 0 20 L 61 54T 60 20 0 0 T 60 20 0 0 TR 0 10 0 10 130 R 0 10 0 10 130 R 67 48 2302016 Study Volumes for Enter 70 30 0 30 130 Enter 70 30 0 30 130 Enter 67 61 102 0 2302017 PM No Build Exit 80 30 20 0 130 Exit 80 30 20 0 130 Exit 48 54 0 128 2302017 % Trucks% Trucks 0% 0% 0% 0% % TrucksPedsPeds0000 PedsPeak Hour Total Adjust: 1.00 Peak Hour Peak Hour* Total adjustment at #5 made* minimum total adjust of unadjusted count volumes to be 1.0. to EB exits and WB enters only. Site Trip Generation to/fromthe north on Airport Drive; 5%the west on US2; 20%the south and west on Kennedy Drive; 25%the north on Gregory Drive; 10%the east on Shunpike Road; 5%the south on South Brownell Road; 5%the east Maple Tree Place; and 5%the south on VT 2A. 25%Community Dr / Site DriveVT 2A / Marshall Ave / Maple Tree Pl 6Mon., June 12, 2017201772016 Study Volumes for2017 PM No Build2017* minimum total adjust of unadjusCommunity Dr / Site DriveVT 2A / Marshall Ave / Maple Tree PlComputations - PM Peak Hour VolsProject: Location:Calculated by: JDA Date:Checked by: Date:Build Year Growth Factor: 1.03Tech. Park Williston, VT5/14/182024 PM No Build2019 PM Build2024 PM Build6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree Pl 6: VT 2A / Marshall Ave / Maple Tree PlEB WB NB SB EB WB NB SB EB WB NB SBL 174 337 444 44 L 179 347 424 45 L 179 347 456 45T 207 170 469 723 T 208 169 483 745 T 213 175 483 745R 632 25 474 173 3872 R 624 26 488 178 3917 R 650 26 488 178 3986Enter 1013 532 1387 940 3872 Enter 1011 542 1396 968 3917 Enter 1042 548 1428 968 3986Exit 725 787 668 1692 3872 Exit 742 771 688 1716 3917 Exit 747 810 688 1741 3986% Trucks 2% % Trucks 0% % Trucks 2%Peds 5 0 0 1 Peds 0 0 0 0 Peds 5 0 0 1Peak Hour Peak Hour Peak Hour7: Community Dr / Site Drive 7: Community Dr / Site Drive 7: Community Dr / Site DriveEB WB NB SB EB WB NB SB EB WB NB SBL 10 61 54 20 L 10 0 0 21 L 10 61 54 21T 60 20 0 0 T 62 21 0 0 T 62 21 0 0R 67 10 48 10 360 R 0 10 0 10 134 R 67 10 48 10 364Enter 137 91 102 30 360 Enter 72 31 0 31 134 Enter 139 92 102 31 364Exit 128 84 20 128 360 Exit 82 31 21 0 134 Exit 131 84 21 128 364% Trucks 0% % Trucks 0% % Trucks 0%Peds 0 0 0 0 Peds 0 0 0 0 Peds 0 0 0 0Peak Hour Peak Hour Peak Hour Trip Generation Trip Generation Data for Technology Park in Williston, VT (Full Phase)Trip Generation dated May 10, 2018data obtained from SunCap Property GroupExpected Traffic Flows for : Year Full PhaseTerminal 54 P&D VanFull PhaseArrive Depart Arrive Depart Arrive Depart Arrive Depart Arrive Depart Total SB WB NB EB SB WB NB EB Total00:01 - 01:00 5 5 10 10 00:01 - 01:0000:01 - 01:00 - 0 0 51400 1001:01 - 02:00 5 5 5 5 11 01:01 - 02:0001:01 - 02:00 - 0 3 31230 1102:01 - 03:00 74 3 76 76 02:01 - 03:0002:01 - 03:00 - 2 0 38 8 27 0 2 7603:01 - 04:00 5 3 3 5 8 03:01 - 04:0003:01 - 04:00 - 0 3 10130 804:01 - 05:00 2 2 2 04:01 - 05:0004:01 - 05:00 - 0 0 10100 205:01 - 06:00 5 1 6 6 05:01 - 06:0005:01 - 06:00 - 0 0 31200 606:01 - 07:00 74 11 49 3 77 60 137 06:01 - 07:00 06:01 - 07:00 - 2 31 39 8 27 28 2 13707:01 - 08:00 84 69 27 49 3 114 118 232 07:01 - 08:00 07:01 - 08:00 - 3 62 57 11 40 56 3 23208:01 - 09:00 26 11 27 27 2 55 38 93 08:01 - 09:00 08:01 - 09:00 - 1 20 28 6 19 18 1 9309:01 - 10:00 27 27 27 09:01 - 10:00 09:01 - 10:00 - 0 14 0 0 0 13 0 2710:01 - 11:00 0 10:01 - 11:00 10:01 - 11:00 - 0 0 00000 011:01 - 12:00 11 11 11 11:01 - 12:00 11:01 - 12:00 - 0 6 00050 1112:01 - 13:00 16 16 16 12:01 - 13:00 12:01 - 13:00 - 0 8 00080 1613:01 - 14:00 16 16 16 13:01 - 14:00 13:01 - 14:00 - 0 8 00080 1614:01 - 15:00 5 5 5 14:01 - 15:00 14:01 - 15:00 - 0 3 00030 515:01 - 16:00 11 5 11 5 15 15:01 - 16:00 15:01 - 16:00 - 0 3 51420 1516:01 - 17:00 16 69 49 5 65 73 138 16:01 - 17:00 16:01 - 17:00 - 2 39 32 6 23 35 2 13817:01 - 18:00 74 100 49 5 2 128 102 230 17:01 - 18:00 17:01 - 18:00 - 3 54 64 13 45 49 3 23018:01 - 19:00 16 11 5 2 16 18 33 18:01 - 19:0018:01 - 19:00 - 0 9 82680 3319:01 - 20:00 5 5 5 2 5 12 16 19:01 - 20:0019:01 - 20:00 - 0 6 20260 1620:01 - 21:00 10 2 10 2 11 20:01 - 21:0020:01 - 21:00 - 0 1 51310 1121:01 - 22:00 11 5 5 11 10 21 21:01 - 22:0021:01 - 22:00 - 0 5 51450 2122:01 - 23:00 69 5 2 5 71 76 22:01 - 23:0022:01 - 23:00 - 0 37 2 0 2 34 0 7623:01 - 24:00 5 5 5 5 10 15 23:01 - 24:0023:01 - 24:00 - 0 5 31250 15 Total 406 406 153 153 29 29 15 15 603 603 1,206Assumed Distribution of Site Generated Trips (% of total entering or exiting)to/from Kimball at Community Drive West: 52.5%to/from Kimball at Community Drive East: 47.5%arrive depart Total to/from Gregory Drive: 10%AM Pk Hr 114 118 232 Shunpike Rd to/from Site via West: 2.5%PM Pk Hr 128 102 230 Shunpike Rd to/from Site via East: 2.5%Site Generated Trips distribution to Kimball Avenue IntersectionsKimball at Community Drive WestKimball at Community Drive EastTotal Vehicle FlowFull Phase Full Phase LinehaulFedEx GroundSpot TrailersFull Phase AutomobileFull PhaseTrip Generation & Impact Fees - ZBRL_54_MAY201805.10.18 Full Phase5/14/2018 Intersection Capacity Analysis HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 514 257 171 432 63 144 99 142 155 222 15 Future Volume (vph) 21 514 257 171 432 63 144 99 142 155 222 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1678 3188 1678 3291 1678 1766 1501 1678 1766 1501 Flt Permitted 0.47 1.00 0.23 1.00 0.30 1.00 1.00 0.64 1.00 1.00 Satd. Flow (perm) 832 3188 409 3291 532 1766 1501 1138 1766 1501 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 21 514 257 171 432 63 144 99 142 155 222 15 RTOR Reduction (vph) 0 45 008000119007 Lane Group Flow (vph) 21 726 0 171 487 0 144 99 23 155 222 8 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 47.6 44.9 62.9 54.2 22.6 15.5 15.5 22.4 15.4 54.2 Effective Green, g (s) 51.6 46.9 64.9 56.2 26.6 17.5 17.5 26.4 17.4 56.2 Actuated g/C Ratio 0.47 0.43 0.60 0.52 0.24 0.16 0.16 0.24 0.16 0.52 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 430 1371 406 1696 225 283 240 320 281 773 v/s Ratio Prot 0.00 c0.23 c0.05 0.15 c0.05 0.06 0.04 c0.13 v/s Ratio Perm 0.02 0.20 0.10 0.02 0.08 0.01 v/c Ratio 0.05 0.53 0.42 0.29 0.64 0.35 0.09 0.48 0.79 0.01 Uniform Delay, d1 15.3 22.9 12.0 15.0 34.5 40.7 39.0 34.5 44.0 12.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.5 0.7 0.4 6.1 0.8 0.2 1.2 14.0 0.0 Delay (s) 15.4 24.4 12.7 15.4 40.6 41.4 39.2 35.6 58.0 12.9 Level of Service B C B B DDDDEB Approach Delay (s) 24.1 14.7 40.3 47.4 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 28.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 109.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 11 12 169 2 162 1 336 316 385 251 3 Future Volume (vph) 21 11 12 169 2 162 1 336 316 385 251 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.96 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1948 1678 1504 1678 3355 1501 1678 3350 Flt Permitted 0.83 0.78 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1652 1375 1504 1678 3355 1501 1678 3350 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 21 11 12 169 2 162 1 336 316 385 251 3 RTOR Reduction (vph) 0 10 0 0 133 0 0 0 120 0 0 0 Lane Group Flow (vph) 0 34 0 169 31 0 1 336 196 385 254 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 17.5 17.5 17.5 0.8 38.4 66.3 28.7 66.3 Effective Green, g (s) 19.5 19.5 19.5 2.8 40.4 68.3 30.7 68.3 Actuated g/C Ratio 0.18 0.18 0.18 0.03 0.37 0.62 0.28 0.62 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 292 243 266 42 1232 931 468 2080 v/s Ratio Prot 0.00 c0.10 c0.23 0.08 v/s Ratio Perm 0.02 c0.12 0.02 0.13 v/c Ratio 0.12 0.70 0.12 0.02 0.27 0.21 0.82 0.12 Uniform Delay, d1 38.0 42.5 38.0 52.3 24.5 9.1 37.1 8.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 8.4 0.2 0.2 0.5 0.5 11.1 0.1 Delay (s) 38.2 50.8 38.2 52.5 25.0 9.6 48.2 8.7 Level of Service D D D D C A D A Approach Delay (s) 38.2 44.6 17.6 32.5 Approach LOS D D B C Intersection Summary HCM 2000 Control Delay 29.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 39 204 81 72 107 80 38 240 80 39 183 28 Future Volume (vph) 39 204 81 72 107 80 38 240 80 39 183 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.97 0.96 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1755 1727 1754 1501 1785 Flt Permitted 0.94 0.81 0.94 1.00 0.93 Satd. Flow (perm) 1664 1411 1658 1501 1667 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 39 204 81 72 107 80 38 240 80 39 183 28 RTOR Reduction (vph) 0 16 0 0 22 0 0 0 38 0 5 0 Lane Group Flow (vph) 0 308 0 0 237 0 0 278 42 0 245 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 14.0 14.0 25.1 25.1 25.1 Effective Green, g (s) 16.0 16.0 27.1 27.1 27.1 Actuated g/C Ratio 0.31 0.31 0.53 0.53 0.53 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 521 441 879 796 884 v/s Ratio Prot v/s Ratio Perm c0.18 0.17 c0.17 0.03 0.15 v/c Ratio 0.59 0.54 0.32 0.05 0.28 Uniform Delay, d1 14.8 14.5 6.8 5.8 6.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 1.3 0.9 0.1 0.8 Delay (s) 16.6 15.8 7.7 5.9 7.4 Level of Service B B A A A Approach Delay (s) 16.6 15.8 7.3 7.4 Approach LOS BBAA Intersection Summary HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 51.1 Sum of lost time (s) 10.0 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 47 60 167 316 106 4 513 610 281 8 473 87 Future Volume (vph) 47 60 167 316 106 4 513 610 281 8 473 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 3367 1817 1736 1827 1553 1736 3390 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 1827 1553 3367 1817 1736 1827 1553 1736 3390 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 47 60 167 316 106 4 513 610 281 8 473 87 RTOR Reduction (vph) 0 0 74 020001180170 Lane Group Flow (vph) 47 60 93 316 108 0 513 610 163 8 543 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 2.4 10.1 49.4 4.6 12.3 39.3 47.1 51.7 0.8 8.6 Effective Green, g (s) 4.4 12.1 53.4 6.6 14.3 41.3 49.1 55.7 2.8 10.6 Actuated g/C Ratio 0.05 0.13 0.56 0.07 0.15 0.43 0.51 0.58 0.03 0.11 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 79 230 863 231 270 746 934 965 50 374 v/s Ratio Prot 0.03 0.03 0.05 c0.09 c0.06 c0.30 0.33 0.01 0.00 c0.16 v/s Ratio Perm 0.01 0.09 v/c Ratio 0.59 0.26 0.11 1.37 0.40 0.69 0.65 0.17 0.16 1.45 Uniform Delay, d1 44.9 37.9 10.1 44.7 37.0 22.1 17.2 9.4 45.5 42.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.5 0.6 0.1 190.7 1.0 2.6 3.5 0.1 1.5 217.9 Delay (s) 56.4 38.5 10.1 235.4 38.0 24.8 20.8 9.5 47.0 260.6 Level of Service E D B F D C C A D F Approach Delay (s) 24.3 184.4 20.0 257.6 Approach LOS C F B F Intersection Summary HCM 2000 Control Delay 97.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/8/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 475 89 23 434 7 0 Future Volume (Veh/h) 475 89 23 434 7 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 475 89 23 434 7 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 564 1000 520 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 564 1000 520 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 97 100 cM capacity (veh/h) 998 261 553 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 564 23 434 7 0 Volume Left 0 23 0 7 0 Volume Right 89 0000 cSH 1700 998 1700 261 1700 Volume to Capacity 0.33 0.02 0.26 0.03 0.00 Queue Length 95th (ft)02020 Control Delay (s) 0.0 8.7 0.0 19.2 0.0 Lane LOS A C A Approach Delay (s) 0.0 0.4 19.2 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/8/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 52 282 85 85 343 43 36 8 16 39 42 82 Future Volume (vph) 52 282 85 85 343 43 36 8 16 39 42 82 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 52 282 85 85 343 43 36 8 16 39 42 82 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 52 367 85 386 36 24 163 Volume Left (vph) 52 0 85 0 36 0 39 Volume Right (vph) 0 85 0 43 0 16 82 Hadj (s) 0.57 -0.09 0.57 -0.01 0.57 -0.40 -0.19 Departure Headway (s) 6.5 5.8 6.4 5.8 7.7 6.7 6.6 Degree Utilization, x 0.09 0.59 0.15 0.62 0.08 0.04 0.30 Capacity (veh/h) 531 595 543 597 405 463 499 Control Delay (s) 8.9 15.6 9.3 16.7 10.2 8.9 12.4 Approach Delay (s) 14.7 15.3 9.6 12.4 Approach LOS B C A B Intersection Summary Delay 14.4 Level of Service B Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/8/2018 FED EX 7:30 am 5/3/2018 2019 AM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 20 0 0 30 30 000505 Future Volume (Veh/h) 20 20 0 0 30 30 000505 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 20 20 0 0 30 30 000505 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 60 20 110 120 20 105 105 45 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 60 20 110 120 20 105 105 45 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 100 100 100 99 100 100 cM capacity (veh/h) 1531 1583 851 757 1052 861 771 1019 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 40 60 0 5 5 Volume Left 20 0050 Volume Right 0 30 0 0 5 cSH 1531 1583 1700 861 1019 Volume to Capacity 0.01 0.00 0.00 0.01 0.00 Queue Length 95th (ft)10000 Control Delay (s) 3.7 0.0 0.0 9.2 8.5 Lane LOS A A A A Approach Delay (s) 3.7 0.0 0.0 8.9 Approach LOS A A Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 18.8% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 514 280 171 432 63 168 105 142 155 228 15 Future Volume (vph) 21 514 280 171 432 63 168 105 142 155 228 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1678 3178 1678 3291 1678 1766 1501 1678 1766 1501 Flt Permitted 0.47 1.00 0.22 1.00 0.28 1.00 1.00 0.65 1.00 1.00 Satd. Flow (perm) 832 3178 390 3291 492 1766 1501 1153 1766 1501 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 21 514 280 171 432 63 168 105 142 155 228 15 RTOR Reduction (vph) 0 53 008000118007 Lane Group Flow (vph) 21 741 0 171 487 0 168 105 24 155 228 8 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 47.4 44.7 62.7 54.0 23.4 16.2 16.2 22.0 15.5 54.0 Effective Green, g (s) 51.4 46.7 64.7 56.0 27.4 18.2 18.2 26.0 17.5 56.0 Actuated g/C Ratio 0.47 0.43 0.59 0.51 0.25 0.17 0.17 0.24 0.16 0.51 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 428 1361 396 1690 223 294 250 315 283 771 v/s Ratio Prot 0.00 c0.23 c0.06 0.15 c0.06 0.06 0.04 c0.13 v/s Ratio Perm 0.02 0.20 0.13 0.02 0.08 0.01 v/c Ratio 0.05 0.54 0.43 0.29 0.75 0.36 0.09 0.49 0.81 0.01 Uniform Delay, d1 15.4 23.2 12.3 15.1 34.5 40.2 38.4 34.8 44.1 13.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.6 0.8 0.4 13.4 0.7 0.2 1.2 15.3 0.0 Delay (s) 15.5 24.8 13.0 15.6 47.9 41.0 38.6 36.0 59.4 13.0 Level of Service B C B B DDDDEB Approach Delay (s) 24.6 14.9 43.0 48.5 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 29.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 109.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 11 12 198 2 192 1 336 344 413 251 3 Future Volume (vph) 21 11 12 198 2 192 1 336 344 413 251 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.96 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1948 1678 1504 1678 3355 1501 1678 3350 Flt Permitted 0.80 0.78 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1591 1372 1504 1678 3355 1501 1678 3350 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 21 11 12 198 2 192 1 336 344 413 251 3 RTOR Reduction (vph) 0 10 0 0 155 0 0 0 136 0 0 0 Lane Group Flow (vph) 0 34 0 198 39 0 1 336 208 413 254 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 19.2 19.2 19.2 0.8 33.8 64.6 31.6 64.6 Effective Green, g (s) 21.2 21.2 21.2 2.8 35.8 66.6 33.6 66.6 Actuated g/C Ratio 0.19 0.19 0.19 0.03 0.33 0.61 0.31 0.61 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 306 264 289 42 1091 908 512 2028 v/s Ratio Prot 0.00 c0.10 c0.25 0.08 v/s Ratio Perm 0.02 c0.14 0.03 0.14 v/c Ratio 0.11 0.75 0.13 0.02 0.31 0.23 0.81 0.13 Uniform Delay, d1 36.6 41.9 36.8 52.3 27.8 9.9 35.2 9.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 11.3 0.2 0.2 0.7 0.6 9.0 0.1 Delay (s) 36.8 53.2 37.0 52.5 28.5 10.5 44.2 9.4 Level of Service D D D D C B D A Approach Delay (s) 36.8 45.2 19.5 31.0 Approach LOS D D B C Intersection Summary HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 39 240 87 72 141 80 44 240 80 39 183 28 Future Volume (vph) 39 240 87 72 141 80 44 240 80 39 183 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.97 0.96 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1759 1738 1752 1501 1785 Flt Permitted 0.95 0.82 0.93 1.00 0.92 Satd. Flow (perm) 1671 1440 1638 1501 1663 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 39 240 87 72 141 80 44 240 80 39 183 28 RTOR Reduction (vph) 0 15 0 0 18 0 0 0 39 0 5 0 Lane Group Flow (vph) 0 351 0 0 275 0 0 284 41 0 245 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 15.4 15.4 24.1 24.1 24.1 Effective Green, g (s) 17.4 17.4 26.1 26.1 26.1 Actuated g/C Ratio 0.34 0.34 0.51 0.51 0.51 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 564 486 830 760 842 v/s Ratio Prot v/s Ratio Perm c0.21 0.19 c0.17 0.03 0.15 v/c Ratio 0.62 0.57 0.34 0.05 0.29 Uniform Delay, d1 14.3 14.0 7.6 6.4 7.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 1.5 1.1 0.1 0.9 Delay (s) 16.4 15.5 8.7 6.6 8.2 Level of Service B B A A A Approach Delay (s) 16.4 15.5 8.2 8.2 Approach LOS BBAA Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 51.5 Sum of lost time (s) 10.0 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/21/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 47 66 197 316 112 4 542 610 281 8 473 87 Future Volume (vph) 47 66 197 316 112 4 542 610 281 8 473 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 3367 1817 1736 1827 1553 1736 3390 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 1827 1553 3367 1817 1736 1827 1553 1736 3390 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 47 66 197 316 112 4 542 610 281 8 473 87 RTOR Reduction (vph) 0 0 87 020001190170 Lane Group Flow (vph) 47 66 110 316 114 0 542 610 162 8 543 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 2.4 10.4 49.4 4.6 12.6 39.0 46.8 51.4 0.8 8.6 Effective Green, g (s) 4.4 12.4 53.4 6.6 14.6 41.0 48.8 55.4 2.8 10.6 Actuated g/C Ratio 0.05 0.13 0.56 0.07 0.15 0.43 0.51 0.58 0.03 0.11 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 79 235 863 231 276 741 928 960 50 374 v/s Ratio Prot 0.03 0.04 0.05 c0.09 c0.06 c0.31 0.33 0.01 0.00 c0.16 v/s Ratio Perm 0.02 0.09 v/c Ratio 0.59 0.28 0.13 1.37 0.41 0.73 0.66 0.17 0.16 1.45 Uniform Delay, d1 44.9 37.8 10.2 44.7 36.8 22.9 17.4 9.5 45.5 42.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.5 0.7 0.1 190.7 1.0 3.7 3.6 0.1 1.5 217.9 Delay (s) 56.4 38.4 10.2 235.4 37.8 26.6 21.1 9.6 47.0 260.6 Level of Service E D B F D C C A D F Approach Delay (s) 23.2 182.4 20.9 257.6 Approach LOS C F C F Intersection Summary HCM 2000 Control Delay 95.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/14/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 475 146 26 434 66 3 Future Volume (Veh/h) 475 146 26 434 66 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 475 146 26 434 66 3 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 621 1034 548 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 621 1034 548 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 73 99 cM capacity (veh/h) 950 248 532 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 621 26 434 66 3 Volume Left 0 26 0 66 0 Volume Right 146 0003 cSH 1700 950 1700 248 532 Volume to Capacity 0.37 0.03 0.26 0.27 0.01 Queue Length 95th (ft) 0 2 0 26 0 Control Delay (s) 0.0 8.9 0.0 24.7 11.8 Lane LOS A C B Approach Delay (s) 0.0 0.5 24.1 Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/14/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 52 282 88 125 343 43 39 20 57 39 53 82 Future Volume (vph) 52 282 88 125 343 43 39 20 57 39 53 82 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 52 282 88 125 343 43 39 20 57 39 53 82 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 52 370 125 386 39 77 174 Volume Left (vph) 52 0 125 0 39 0 39 Volume Right (vph) 0 88 0 43 0 57 82 Hadj (s) 0.57 -0.10 0.57 -0.01 0.57 -0.45 -0.17 Departure Headway (s) 6.8 6.2 6.7 6.1 7.9 6.9 6.9 Degree Utilization, x 0.10 0.63 0.23 0.66 0.09 0.15 0.33 Capacity (veh/h) 498 556 514 563 397 458 476 Control Delay (s) 9.4 18.1 10.6 19.0 10.5 9.9 13.3 Approach Delay (s) 17.0 16.9 10.1 13.3 Approach LOS C C B B Intersection Summary Delay 15.8 Level of Service C Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/14/2018 FED EX 7:30 am 5/3/2018 2019 AM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 20 60 54 30 30 62 0 56 5 0 5 Future Volume (Veh/h) 20 20 60 54 30 30 62 0 56 5 0 5 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 20 20 60 54 30 30 62 0 56 5 0 5 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 60 80 248 258 50 299 273 45 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 60 80 248 258 50 299 273 45 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 96 91 100 94 99 100 100 cM capacity (veh/h) 1531 1505 672 612 1013 591 600 1019 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 100 114 118 5 5 Volume Left 20 54 62 5 0 Volume Right 60 30 56 0 5 cSH 1531 1505 800 591 1019 Volume to Capacity 0.01 0.04 0.15 0.01 0.00 Queue Length 95th (ft) 1 3 13 1 0 Control Delay (s) 1.6 3.7 10.3 11.1 8.5 Lane LOS AABBA Approach Delay (s) 1.6 3.7 10.3 9.8 Approach LOS B A Intersection Summary Average Delay 5.5 Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 422 90 239 590 185 285 297 174 152 169 34 Future Volume (vph) 23 422 90 239 590 185 285 297 174 152 169 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3331 1711 3299 1711 1801 1531 1711 1801 1531 Flt Permitted 0.33 1.00 0.33 1.00 0.34 1.00 1.00 0.31 1.00 1.00 Satd. Flow (perm) 603 3331 600 3299 614 1801 1531 555 1801 1531 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 23 422 90 239 590 185 285 297 174 152 169 34 RTOR Reduction (vph) 0 13 0 0 21 0 0 0 139 0 0 18 Lane Group Flow (vph) 23 499 0 239 754 0 285 297 35 152 169 16 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 40.7 37.9 57.5 48.7 34.6 20.1 20.1 23.2 14.4 48.7 Effective Green, g (s) 44.7 39.9 59.5 50.7 36.9 22.1 22.1 27.2 16.4 50.7 Actuated g/C Ratio 0.41 0.36 0.54 0.46 0.34 0.20 0.20 0.25 0.15 0.46 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 293 1208 482 1520 370 361 307 250 268 705 v/s Ratio Prot 0.00 0.15 c0.07 c0.23 c0.12 c0.16 0.06 0.09 v/s Ratio Perm 0.03 0.20 0.14 0.02 0.09 0.01 v/c Ratio 0.08 0.41 0.50 0.50 0.77 0.82 0.11 0.61 0.63 0.02 Uniform Delay, d1 19.7 26.3 14.4 20.7 29.7 42.1 35.9 34.5 44.0 16.1 Progression Factor 1.00 1.00 1.00 1.00 0.83 0.89 4.13 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.0 0.8 1.2 9.2 13.6 0.2 4.1 4.8 0.1 Delay (s) 19.8 27.3 15.3 21.9 33.8 50.8 148.7 38.7 48.7 16.2 Level of Service B C B C C D F D D B Approach Delay (s) 27.0 20.3 66.9 41.3 Approach LOS C C E D Intersection Summary HCM 2000 Control Delay 37.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 3 14 447 16 303 19 368 218 126 349 17 Future Volume (vph) 15 3 14 447 16 303 19 368 218 126 349 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.94 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1941 1711 1544 1711 3421 1531 1711 3397 Flt Permitted 0.84 0.74 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1662 1326 1544 1711 3421 1531 1711 3397 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 3 14 447 16 303 19 368 218 126 349 17 RTOR Reduction (vph)0900196000124020 Lane Group Flow (vph) 0 23 0 447 123 0 19 368 94 126 364 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 36.8 36.8 36.8 2.3 35.9 45.5 11.9 45.5 Effective Green, g (s) 38.8 38.8 38.8 4.3 37.9 47.5 13.9 47.5 Actuated g/C Ratio 0.35 0.35 0.35 0.04 0.34 0.43 0.13 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 586 467 544 66 1178 661 216 1466 v/s Ratio Prot 0.01 c0.11 c0.07 0.11 v/s Ratio Perm 0.01 c0.34 0.08 0.06 v/c Ratio 0.04 0.96 0.23 0.29 0.31 0.14 0.58 0.25 Uniform Delay, d1 23.4 34.8 25.0 51.4 26.5 18.9 45.3 19.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.08 0.71 Incremental Delay, d2 0.0 30.6 0.2 2.4 0.7 0.5 3.5 0.4 Delay (s) 23.4 65.4 25.2 53.8 27.2 19.4 52.4 14.5 Level of Service C E C D C B D B Approach Delay (s) 23.4 48.7 25.2 24.2 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 374 90 104 247 85 35 132 71 99 259 67 Future Volume (vph) 57 374 90 104 247 85 35 132 71 99 259 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.98 0.97 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1809 1792 1782 1531 1802 Flt Permitted 0.92 0.80 0.89 1.00 0.88 Satd. Flow (perm) 1669 1445 1597 1531 1611 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 57 374 90 104 247 85 35 132 71 99 259 67 RTOR Reduction (vph)09001100044080 Lane Group Flow (vph) 0 512 0 0 425 0 0 167 27 0 417 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 22.6 22.6 18.0 18.0 18.0 Effective Green, g (s) 24.6 24.6 20.0 20.0 20.0 Actuated g/C Ratio 0.47 0.47 0.38 0.38 0.38 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 780 675 607 582 612 v/s Ratio Prot v/s Ratio Perm c0.31 0.29 0.10 0.02 c0.26 v/c Ratio 0.66 0.63 0.28 0.05 0.68 Uniform Delay, d1 10.8 10.6 11.3 10.3 13.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 1.9 1.1 0.2 6.0 Delay (s) 12.8 12.5 12.4 10.4 19.7 Level of Service B B B B B Approach Delay (s) 12.8 12.5 11.8 19.7 Approach LOS BBBB Intersection Summary HCM 2000 Control Delay 14.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 52.6 Sum of lost time (s) 10.0 Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 174 202 606 337 164 25 412 469 474 44 723 173 Future Volume (vph) 174 202 606 337 164 25 412 469 474 44 723 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 3433 1826 1770 1863 1583 1770 3437 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1863 1583 3433 1826 1770 1863 1583 1770 3437 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 174 202 606 337 164 25 412 469 474 44 723 173 RTOR Reduction (vph) 0 0 271 060002300230 Lane Group Flow (vph) 174 202 335 337 183 0 412 469 244 44 874 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 5.0 13.1 43.6 5.0 13.1 30.5 40.4 45.4 4.1 14.0 Effective Green, g (s) 7.0 15.1 47.6 7.0 15.1 32.5 42.4 49.4 6.1 16.0 Actuated g/C Ratio 0.07 0.16 0.50 0.07 0.16 0.34 0.44 0.51 0.06 0.17 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 129 293 784 250 287 599 822 880 112 572 v/s Ratio Prot c0.10 c0.11 0.14 0.10 0.10 c0.23 0.25 0.02 0.02 c0.25 v/s Ratio Perm 0.07 0.13 v/c Ratio 1.35 0.69 0.43 1.35 0.64 0.69 0.57 0.28 0.39 1.53 Uniform Delay, d1 44.5 38.2 15.5 44.5 37.9 27.4 20.0 13.2 43.2 40.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 199.4 6.6 0.4 180.8 4.6 3.3 2.9 0.2 2.3 246.0 Delay (s) 243.9 44.8 15.9 225.3 42.5 30.7 22.9 13.4 45.4 286.0 Level of Service F D B F D C C B D F Approach Delay (s) 62.2 159.6 21.9 274.7 Approach LOS E F C F Intersection Summary HCM 2000 Control Delay 113.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 432 33 5 695 69 21 Future Volume (Veh/h) 432 33 5 695 69 21 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 432 33 5 695 69 21 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 465 1154 448 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 465 1154 448 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 68 97 cM capacity (veh/h) 1096 217 610 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 465 5 695 69 21 Volume Left 0 5 0 69 0 Volume Right 33 0 0 0 21 cSH 1700 1096 1700 217 610 Volume to Capacity 0.27 0.00 0.41 0.32 0.03 Queue Length 95th (ft) 0 0 0 33 3 Control Delay (s) 0.0 8.3 0.0 29.1 11.1 Lane LOS A D B Approach Delay (s) 0.0 0.1 24.9 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 47.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 53 380 35 25 413 7 129 31 91 32 22 87 Future Volume (vph) 53 380 35 25 413 7 129 31 91 32 22 87 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 53 380 35 25 413 7 129 31 91 32 22 87 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 53 415 25 420 129 122 141 Volume Left (vph) 53 0 25 0 129 0 32 Volume Right (vph) 0 35 0 7 0 91 87 Hadj (s) 0.53 -0.03 0.53 0.02 0.53 -0.49 -0.29 Departure Headway (s) 7.3 6.7 7.3 6.8 8.1 7.1 7.5 Degree Utilization, x 0.11 0.77 0.05 0.79 0.29 0.24 0.29 Capacity (veh/h) 470 520 471 516 400 458 428 Control Delay (s) 10.0 27.8 9.5 29.6 13.3 11.1 13.6 Approach Delay (s) 25.8 28.5 12.2 13.6 Approach LOS D D B B Intersection Summary Delay 22.8 Level of Service C Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/8/2018 FED EX 4:30 pm 5/2/2018 2019 PM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 60 0 0 20 10 0 0 0 20 0 10 Future Volume (Veh/h) 10 60 0 0 20 10 0 0 0 20 0 10 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 10 60 0 0 20 10 0 0 0 20 0 10 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 30 60 115 110 60 105 105 25 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 30 60 115 110 60 105 105 25 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 100 100 100 98 100 99 cM capacity (veh/h) 1583 1544 849 775 1005 871 780 1051 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 70 30 0 20 10 Volume Left 10 0 0 20 0 Volume Right 0 10 0 0 10 cSH 1583 1544 1700 871 1051 Volume to Capacity 0.01 0.00 0.00 0.02 0.01 Queue Length 95th (ft)00021 Control Delay (s) 1.1 0.0 0.0 9.2 8.5 Lane LOS A A A A Approach Delay (s) 1.1 0.0 0.0 9.0 Approach LOS A A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 20.4% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 422 116 239 590 185 305 302 174 152 175 34 Future Volume (vph) 23 422 116 239 590 185 305 302 174 152 175 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3311 1711 3299 1711 1801 1531 1711 1801 1531 Flt Permitted 0.34 1.00 0.31 1.00 0.33 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 606 3311 563 3299 586 1801 1531 610 1801 1531 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 23 422 116 239 590 185 305 302 174 152 175 34 RTOR Reduction (vph) 0 19 0 0 21 0 0 0 137 0 0 18 Lane Group Flow (vph) 23 519 0 239 754 0 305 302 37 152 175 16 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 39.8 37.0 57.0 48.2 35.4 21.1 21.1 22.6 14.3 48.2 Effective Green, g (s) 43.8 39.0 59.0 50.2 37.4 23.1 23.1 26.6 16.3 50.2 Actuated g/C Ratio 0.40 0.35 0.54 0.46 0.34 0.21 0.21 0.24 0.15 0.46 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 289 1173 468 1505 374 378 321 250 266 698 v/s Ratio Prot 0.00 0.16 c0.07 0.23 c0.13 0.17 0.06 0.10 v/s Ratio Perm 0.03 c0.20 c0.15 0.02 0.09 0.01 v/c Ratio 0.08 0.44 0.51 0.50 0.82 0.80 0.11 0.61 0.66 0.02 Uniform Delay, d1 20.2 27.2 14.9 21.1 29.8 41.2 35.2 34.9 44.2 16.4 Progression Factor 1.00 1.00 1.00 1.00 0.84 0.89 4.13 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.2 0.9 1.2 12.3 10.8 0.2 4.1 5.8 0.1 Delay (s) 20.3 28.4 15.8 22.3 37.4 47.6 145.3 39.1 50.0 16.5 Level of Service C C B C D D F D D B Approach Delay (s) 28.1 20.7 65.4 42.2 Approach LOS C C E D Intersection Summary HCM 2000 Control Delay 37.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 3 14 473 16 329 19 368 250 158 349 17 Future Volume (vph) 15 3 14 473 16 329 19 368 250 158 349 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.94 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1941 1711 1543 1711 3421 1531 1711 3397 Flt Permitted 0.83 0.74 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1650 1326 1543 1711 3421 1531 1711 3397 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 3 14 473 16 329 19 368 250 158 349 17 RTOR Reduction (vph)0900212000143020 Lane Group Flow (vph) 0 23 0 473 133 0 19 368 108 158 364 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 37.0 37.0 37.0 2.3 33.7 45.3 13.9 45.3 Effective Green, g (s) 39.0 39.0 39.0 4.3 35.7 47.3 15.9 47.3 Actuated g/C Ratio 0.35 0.35 0.35 0.04 0.32 0.43 0.14 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 585 470 547 66 1110 658 247 1460 v/s Ratio Prot 0.01 c0.11 c0.09 0.11 v/s Ratio Perm 0.01 c0.36 0.09 0.07 v/c Ratio 0.04 1.01 0.24 0.29 0.33 0.16 0.64 0.25 Uniform Delay, d1 23.2 35.5 25.1 51.4 28.1 19.2 44.3 20.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.07 0.80 Incremental Delay, d2 0.0 43.1 0.2 2.4 0.8 0.5 4.7 0.4 Delay (s) 23.3 78.6 25.3 53.8 28.9 19.8 52.1 16.3 Level of Service C E C D C B D B Approach Delay (s) 23.3 56.1 26.1 27.1 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 38.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 404 96 104 285 85 41 132 71 99 259 67 Future Volume (vph) 57 404 96 104 285 85 41 132 71 99 259 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.98 0.98 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1810 1798 1780 1531 1802 Flt Permitted 0.92 0.80 0.87 1.00 0.88 Satd. Flow (perm) 1670 1455 1560 1531 1607 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 57 404 96 104 285 85 41 132 71 99 259 67 RTOR Reduction (vph)0900900045080 Lane Group Flow (vph) 0 548 0 0 465 0 0 173 26 0 417 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 24.0 24.0 18.0 18.0 18.0 Effective Green, g (s) 26.0 26.0 20.0 20.0 20.0 Actuated g/C Ratio 0.48 0.48 0.37 0.37 0.37 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 804 700 577 567 595 v/s Ratio Prot v/s Ratio Perm c0.33 0.32 0.11 0.02 c0.26 v/c Ratio 0.68 0.66 0.30 0.05 0.70 Uniform Delay, d1 10.8 10.7 12.0 10.9 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 2.4 1.3 0.2 6.7 Delay (s) 13.2 13.0 13.4 11.0 21.2 Level of Service B B B B C Approach Delay (s) 13.2 13.0 12.7 21.2 Approach LOS B B B C Intersection Summary HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 54.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 174 207 632 337 170 25 444 469 474 44 723 173 Future Volume (vph) 174 207 632 337 170 25 444 469 474 44 723 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 3433 1827 1770 1863 1583 1770 3437 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1863 1583 3433 1827 1770 1863 1583 1770 3437 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 174 207 632 337 170 25 444 469 474 44 723 173 RTOR Reduction (vph) 0 0 271 060002310230 Lane Group Flow (vph) 174 207 361 337 189 0 444 469 243 44 873 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 5.0 13.2 44.6 5.0 13.2 31.4 40.3 45.3 4.1 13.0 Effective Green, g (s) 7.0 15.2 48.6 7.0 15.2 33.4 42.3 49.3 6.1 15.0 Actuated g/C Ratio 0.07 0.16 0.51 0.07 0.16 0.35 0.44 0.51 0.06 0.16 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 129 294 801 250 289 615 820 878 112 537 v/s Ratio Prot c0.10 c0.11 0.16 0.10 0.10 c0.25 0.25 0.02 0.02 c0.25 v/s Ratio Perm 0.07 0.13 v/c Ratio 1.35 0.70 0.45 1.35 0.65 0.72 0.57 0.28 0.39 1.63 Uniform Delay, d1 44.5 38.3 15.2 44.5 37.9 27.3 20.1 13.2 43.2 40.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 199.4 7.4 0.4 180.8 5.2 4.2 2.9 0.2 2.3 290.2 Delay (s) 243.9 45.7 15.6 225.3 43.2 31.4 23.0 13.4 45.4 330.7 Level of Service F D B F D C C B D F Approach Delay (s) 61.0 158.5 22.4 317.3 Approach LOS E F C F Intersection Summary HCM 2000 Control Delay 122.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 432 97 8 695 120 24 Future Volume (Veh/h) 432 97 8 695 120 24 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 432 97 8 695 120 24 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 529 1192 480 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 529 1192 480 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 42 96 cM capacity (veh/h) 1038 205 585 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 529 8 695 120 24 Volume Left 0 8 0 120 0 Volume Right 97 0 0 0 24 cSH 1700 1038 1700 205 585 Volume to Capacity 0.31 0.01 0.41 0.58 0.04 Queue Length 95th (ft) 0 1 0 81 3 Control Delay (s) 0.0 8.5 0.0 44.6 11.4 Lane LOS A E B Approach Delay (s) 0.0 0.1 39.1 Approach LOS E Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 53 380 38 70 413 7 132 41 127 32 35 87 Future Volume (vph) 53 380 38 70 413 7 132 41 127 32 35 87 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 53 380 38 70 413 7 132 41 127 32 35 87 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 53 418 70 420 132 168 154 Volume Left (vph) 53 0 70 0 132 0 32 Volume Right (vph) 0 38 0 7 0 127 87 Hadj (s) 0.53 -0.03 0.53 0.02 0.53 -0.50 -0.26 Departure Headway (s) 7.7 7.1 7.6 7.1 8.4 7.4 7.9 Degree Utilization, x 0.11 0.82 0.15 0.83 0.31 0.34 0.34 Capacity (veh/h) 447 495 453 494 391 440 411 Control Delay (s) 10.5 34.2 10.8 35.1 13.9 13.0 14.8 Approach Delay (s) 31.6 31.6 13.4 14.8 Approach LOS D D B B Intersection Summary Delay 25.9 Level of Service D Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/14/2018 FED EX 4:30 pm 5/3/2018 2019 PM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 60 67 61 20 10 54 0 48 20 0 10 Future Volume (Veh/h) 10 60 67 61 20 10 54 0 48 20 0 10 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 10 60 67 61 20 10 54 0 48 20 0 10 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 30 127 270 266 94 308 294 25 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 30 127 270 266 94 308 294 25 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 96 92 100 95 97 100 99 cM capacity (veh/h) 1583 1459 651 609 963 589 588 1051 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 137 91 102 20 10 Volume Left 10 61 54 20 0 Volume Right 67 10 48 0 10 cSH 1583 1459 768 589 1051 Volume to Capacity 0.01 0.04 0.13 0.03 0.01 Queue Length 95th (ft) 0 3 11 3 1 Control Delay (s) 0.6 5.2 10.4 11.3 8.5 Lane LOS AABBA Approach Delay (s) 0.6 5.2 10.4 10.4 Approach LOS B B Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 529 265 176 445 65 148 102 146 160 229 15 Future Volume (vph) 22 529 265 176 445 65 148 102 146 160 229 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1678 3187 1678 3291 1678 1766 1501 1678 1766 1501 Flt Permitted 0.46 1.00 0.22 1.00 0.29 1.00 1.00 0.64 1.00 1.00 Satd. Flow (perm) 820 3187 395 3291 504 1766 1501 1123 1766 1501 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 22 529 265 176 445 65 148 102 146 160 229 15 RTOR Reduction (vph) 0 45 008000122007 Lane Group Flow (vph) 22 749 0 176 502 0 148 102 24 160 229 8 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 48.0 45.3 63.4 54.7 22.1 15.6 15.6 21.9 15.5 54.7 Effective Green, g (s) 52.0 47.3 65.4 56.7 26.1 17.6 17.6 25.9 17.5 56.7 Actuated g/C Ratio 0.48 0.43 0.60 0.52 0.24 0.16 0.16 0.24 0.16 0.52 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 428 1382 402 1711 212 285 242 309 283 780 v/s Ratio Prot 0.00 c0.24 c0.06 0.15 c0.05 0.06 0.04 c0.13 v/s Ratio Perm 0.02 0.21 0.11 0.02 0.08 0.01 v/c Ratio 0.05 0.54 0.44 0.29 0.70 0.36 0.10 0.52 0.81 0.01 Uniform Delay, d1 15.1 22.8 12.0 14.8 35.0 40.7 38.9 35.1 44.1 12.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.5 0.8 0.4 9.6 0.8 0.2 1.5 15.5 0.0 Delay (s) 15.2 24.4 12.7 15.2 44.7 41.4 39.1 36.5 59.7 12.6 Level of Service B C B B DDDDEB Approach Delay (s) 24.1 14.6 41.8 48.8 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 109.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 11 12 174 2 167 1 346 325 396 259 3 Future Volume (vph) 22 11 12 174 2 167 1 346 325 396 259 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.96 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1948 1678 1504 1678 3355 1501 1678 3350 Flt Permitted 0.80 0.78 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1595 1370 1504 1678 3355 1501 1678 3350 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 22 11 12 174 2 167 1 346 325 396 259 3 RTOR Reduction (vph) 0 10 0 0 138 0 0 0 123 0 0 0 Lane Group Flow (vph) 0 35 0 174 31 0 1 346 202 396 262 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 17.3 17.3 17.3 0.8 37.8 66.5 29.5 66.5 Effective Green, g (s) 19.3 19.3 19.3 2.8 39.8 68.5 31.5 68.5 Actuated g/C Ratio 0.18 0.18 0.18 0.03 0.36 0.62 0.29 0.62 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 279 240 263 42 1213 934 480 2086 v/s Ratio Prot 0.00 c0.10 c0.24 0.08 v/s Ratio Perm 0.02 c0.13 0.02 0.13 v/c Ratio 0.13 0.72 0.12 0.02 0.29 0.22 0.82 0.13 Uniform Delay, d1 38.2 42.8 38.2 52.3 25.0 9.0 36.7 8.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 10.4 0.2 0.2 0.6 0.5 11.0 0.1 Delay (s) 38.4 53.2 38.4 52.5 25.6 9.6 47.7 8.6 Level of Service D D D D C A D A Approach Delay (s) 38.4 45.9 17.9 32.1 Approach LOS D D B C Intersection Summary HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 41 210 84 74 110 82 39 247 82 41 189 29 Future Volume (vph) 41 210 84 74 110 82 39 247 82 41 189 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.97 0.96 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1754 1727 1754 1501 1785 Flt Permitted 0.94 0.79 0.94 1.00 0.92 Satd. Flow (perm) 1660 1391 1655 1501 1661 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 41 210 84 74 110 82 39 247 82 41 189 29 RTOR Reduction (vph) 0 16 0 0 21 0 0 0 38 0 5 0 Lane Group Flow (vph) 0 319 0 0 245 0 0 286 44 0 254 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 14.5 14.5 26.0 26.0 26.0 Effective Green, g (s) 16.5 16.5 28.0 28.0 28.0 Actuated g/C Ratio 0.31 0.31 0.53 0.53 0.53 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 521 437 882 800 885 v/s Ratio Prot v/s Ratio Perm c0.19 0.18 c0.17 0.03 0.15 v/c Ratio 0.61 0.56 0.32 0.05 0.29 Uniform Delay, d1 15.3 15.0 6.9 5.9 6.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 1.6 1.0 0.1 0.8 Delay (s) 17.4 16.6 7.9 6.0 7.6 Level of Service B B A A A Approach Delay (s) 17.4 16.6 7.5 7.6 Approach LOS BBAA Intersection Summary HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 52.5 Sum of lost time (s) 10.0 Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 62 172 325 109 4 528 628 289 8 487 90 Future Volume (vph) 48 62 172 325 109 4 528 628 289 8 487 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 3367 1817 1736 1827 1553 1736 3390 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 1827 1553 3367 1817 1736 1827 1553 1736 3390 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 48 62 172 325 109 4 528 628 289 8 487 90 RTOR Reduction (vph) 0 0 78 020001220170 Lane Group Flow (vph) 48 62 94 325 111 0 528 628 167 8 560 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 2.4 10.2 48.4 4.6 12.4 38.2 47.0 51.6 0.8 9.6 Effective Green, g (s) 4.4 12.2 52.4 6.6 14.4 40.2 49.0 55.6 2.8 11.6 Actuated g/C Ratio 0.05 0.13 0.55 0.07 0.15 0.42 0.51 0.58 0.03 0.12 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 79 232 847 231 272 726 932 964 50 409 v/s Ratio Prot 0.03 0.03 0.05 c0.10 c0.06 c0.30 0.34 0.01 0.00 c0.17 v/s Ratio Perm 0.01 0.10 v/c Ratio 0.61 0.27 0.11 1.41 0.41 0.73 0.67 0.17 0.16 1.37 Uniform Delay, d1 45.0 37.9 10.5 44.7 36.9 23.3 17.5 9.5 45.5 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.5 0.6 0.1 207.0 1.0 3.6 3.9 0.1 1.5 181.4 Delay (s) 57.5 38.5 10.6 251.7 38.0 27.0 21.4 9.5 47.0 223.6 Level of Service E D B F D C C A D F Approach Delay (s) 24.7 196.5 21.1 221.2 Approach LOS C F C F Intersection Summary HCM 2000 Control Delay 92.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/8/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 489 92 24 447 7 0 Future Volume (Veh/h) 489 92 24 447 7 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 489 92 24 447 7 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 581 1030 535 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 581 1030 535 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 97 100 cM capacity (veh/h) 983 250 541 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 581 24 447 7 0 Volume Left 0 24 0 7 0 Volume Right 92 0000 cSH 1700 983 1700 250 1700 Volume to Capacity 0.34 0.02 0.26 0.03 0.00 Queue Length 95th (ft)02020 Control Delay (s) 0.0 8.8 0.0 19.8 0.0 Lane LOS A C A Approach Delay (s) 0.0 0.4 19.8 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/8/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 54 290 88 88 353 44 37 8 16 40 43 84 Future Volume (vph) 54 290 88 88 353 44 37 8 16 40 43 84 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 54 290 88 88 353 44 37 8 16 40 43 84 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 54 378 88 397 37 24 167 Volume Left (vph) 54 0 88 0 37 0 40 Volume Right (vph) 0 88 0 44 0 16 84 Hadj (s) 0.57 -0.09 0.57 -0.01 0.57 -0.40 -0.19 Departure Headway (s) 6.5 5.8 6.4 5.9 7.8 6.8 6.7 Degree Utilization, x 0.10 0.61 0.16 0.65 0.08 0.05 0.31 Capacity (veh/h) 527 590 539 593 400 456 494 Control Delay (s) 9.0 16.5 9.4 17.7 10.3 9.0 12.6 Approach Delay (s) 15.5 16.2 9.8 12.6 Approach LOS C C A B Intersection Summary Delay 15.1 Level of Service C Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/8/2018 FED EX 7:30 am 5/3/2018 2024 AM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 21 0 0 31 31 000505 Future Volume (Veh/h) 21 21 0 0 31 31 000505 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 21 21 0 0 31 31 000505 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 62 21 114 125 21 110 110 46 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 62 21 114 125 21 110 110 46 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 100 100 100 99 100 100 cM capacity (veh/h) 1528 1582 845 751 1051 855 766 1017 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 42 62 0 5 5 Volume Left 21 0050 Volume Right 0 31 0 0 5 cSH 1528 1582 1700 855 1017 Volume to Capacity 0.01 0.00 0.00 0.01 0.00 Queue Length 95th (ft)10000 Control Delay (s) 3.7 0.0 0.0 9.2 8.6 Lane LOS A A A A Approach Delay (s) 3.7 0.0 0.0 8.9 Approach LOS A A Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 18.9% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 529 288 176 445 65 172 108 146 160 234 15 Future Volume (vph) 22 529 288 176 445 65 172 108 146 160 234 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1678 3178 1678 3291 1678 1766 1501 1678 1766 1501 Flt Permitted 0.46 1.00 0.21 1.00 0.26 1.00 1.00 0.66 1.00 1.00 Satd. Flow (perm) 820 3178 372 3291 462 1766 1501 1161 1766 1501 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 22 529 288 176 445 65 172 108 146 160 234 15 RTOR Reduction (vph) 0 53 008000121007 Lane Group Flow (vph) 22 764 0 176 502 0 172 108 25 160 234 8 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 47.3 44.6 62.7 54.0 23.7 16.6 16.6 21.7 15.6 54.0 Effective Green, g (s) 51.3 46.6 64.7 56.0 27.7 18.6 18.6 25.7 17.6 56.0 Actuated g/C Ratio 0.47 0.43 0.59 0.51 0.25 0.17 0.17 0.24 0.16 0.51 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 422 1358 389 1690 218 301 256 312 285 771 v/s Ratio Prot 0.00 c0.24 c0.06 0.15 c0.07 0.06 0.04 0.13 v/s Ratio Perm 0.02 0.21 c0.13 0.02 0.08 0.01 v/c Ratio 0.05 0.56 0.45 0.30 0.79 0.36 0.10 0.51 0.82 0.01 Uniform Delay, d1 15.5 23.5 12.5 15.2 34.6 39.9 38.1 35.2 44.2 13.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.7 0.8 0.4 17.1 0.7 0.2 1.4 17.0 0.0 Delay (s) 15.5 25.2 13.4 15.7 51.7 40.7 38.3 36.7 61.2 13.0 Level of Service B C B B DDDDEB Approach Delay (s) 25.0 15.1 44.3 49.8 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 109.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 11 12 203 2 197 1 346 354 425 259 3 Future Volume (vph) 22 11 12 203 2 197 1 346 354 425 259 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.96 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1948 1678 1504 1678 3355 1501 1678 3350 Flt Permitted 0.77 0.77 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1532 1367 1504 1678 3355 1501 1678 3350 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 22 11 12 203 2 197 1 346 354 425 259 3 RTOR Reduction (vph) 0 10 0 0 159 0 0 0 139 0 0 0 Lane Group Flow (vph) 0 35 0 203 40 0 1 346 215 425 262 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 19.0 19.0 19.0 0.8 33.4 64.8 32.2 64.8 Effective Green, g (s) 21.0 21.0 21.0 2.8 35.4 66.8 34.2 66.8 Actuated g/C Ratio 0.19 0.19 0.19 0.03 0.32 0.61 0.31 0.61 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 292 260 287 42 1079 911 521 2034 v/s Ratio Prot 0.00 c0.10 c0.25 0.08 v/s Ratio Perm 0.02 c0.15 0.03 0.14 v/c Ratio 0.12 0.78 0.14 0.02 0.32 0.24 0.82 0.13 Uniform Delay, d1 36.9 42.3 37.0 52.3 28.2 9.9 35.0 9.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 14.1 0.2 0.2 0.8 0.6 9.5 0.1 Delay (s) 37.0 56.4 37.2 52.5 29.0 10.5 44.5 9.3 Level of Service D E D D C B D A Approach Delay (s) 37.0 46.9 19.7 31.1 Approach LOS D D B C Intersection Summary HCM 2000 Control Delay 30.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 41 246 90 74 144 82 45 247 82 41 189 29 Future Volume (vph) 41 246 90 74 144 82 45 247 82 41 189 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.97 0.96 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1758 1738 1753 1501 1785 Flt Permitted 0.94 0.81 0.93 1.00 0.92 Satd. Flow (perm) 1668 1422 1635 1501 1658 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 41 246 90 74 144 82 45 247 82 41 189 29 RTOR Reduction (vph) 0 15 0 0 18 0 0 0 40 0 5 0 Lane Group Flow (vph) 0 362 0 0 282 0 0 292 42 0 254 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 16.0 16.0 25.0 25.0 25.0 Effective Green, g (s) 18.0 18.0 27.0 27.0 27.0 Actuated g/C Ratio 0.34 0.34 0.51 0.51 0.51 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 566 482 832 764 844 v/s Ratio Prot v/s Ratio Perm c0.22 0.20 c0.18 0.03 0.15 v/c Ratio 0.64 0.59 0.35 0.05 0.30 Uniform Delay, d1 14.8 14.4 7.8 6.6 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 1.8 1.2 0.1 0.9 Delay (s) 17.2 16.2 8.9 6.7 8.4 Level of Service B B A A A Approach Delay (s) 17.2 16.2 8.4 8.4 Approach LOS BBAA Intersection Summary HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 53.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/21/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 68 202 325 115 4 557 628 289 8 487 90 Future Volume (vph) 48 68 202 325 115 4 557 628 289 8 487 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 3367 1818 1736 1827 1553 1736 3390 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 1827 1553 3367 1818 1736 1827 1553 1736 3390 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 48 68 202 325 115 4 557 628 289 8 487 90 RTOR Reduction (vph) 0 0 92 020001220170 Lane Group Flow (vph) 48 68 110 325 117 0 557 628 167 8 560 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 2.4 10.4 48.4 4.6 12.6 38.0 46.8 51.4 0.8 9.6 Effective Green, g (s) 4.4 12.4 52.4 6.6 14.6 40.0 48.8 55.4 2.8 11.6 Actuated g/C Ratio 0.05 0.13 0.55 0.07 0.15 0.42 0.51 0.58 0.03 0.12 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 79 235 847 231 276 723 928 960 50 409 v/s Ratio Prot 0.03 0.04 0.05 c0.10 c0.06 c0.32 0.34 0.01 0.00 c0.17 v/s Ratio Perm 0.02 0.10 v/c Ratio 0.61 0.29 0.13 1.41 0.43 0.77 0.68 0.17 0.16 1.37 Uniform Delay, d1 45.0 37.8 10.7 44.7 36.9 24.1 17.7 9.5 45.5 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.5 0.7 0.1 207.0 1.1 5.1 4.0 0.1 1.5 181.4 Delay (s) 57.5 38.5 10.7 251.7 38.0 29.1 21.6 9.6 47.0 223.6 Level of Service E D B F D C C A D F Approach Delay (s) 23.7 194.4 22.1 221.2 Approach LOS C F C F Intersection Summary HCM 2000 Control Delay 90.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/14/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 489 149 27 447 66 3 Future Volume (Veh/h) 489 149 27 447 66 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 489 149 27 447 66 3 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 638 1064 564 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 638 1064 564 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 97 72 99 cM capacity (veh/h) 936 237 522 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 638 27 447 66 3 Volume Left 0 27 0 66 0 Volume Right 149 0003 cSH 1700 936 1700 237 522 Volume to Capacity 0.38 0.03 0.26 0.28 0.01 Queue Length 95th (ft) 0 2 0 27 0 Control Delay (s) 0.0 9.0 0.0 25.9 11.9 Lane LOS A D B Approach Delay (s) 0.0 0.5 25.3 Approach LOS D Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/14/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 54 290 90 127 353 44 40 20 58 40 55 84 Future Volume (vph) 54 290 90 127 353 44 40 20 58 40 55 84 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 54 290 90 127 353 44 40 20 58 40 55 84 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 54 380 127 397 40 78 179 Volume Left (vph) 54 0 127 0 40 0 40 Volume Right (vph) 0 90 0 44 0 58 84 Hadj (s) 0.57 -0.10 0.57 -0.01 0.57 -0.45 -0.17 Departure Headway (s) 6.9 6.3 6.8 6.2 8.1 7.0 7.0 Degree Utilization, x 0.10 0.66 0.24 0.69 0.09 0.15 0.35 Capacity (veh/h) 493 551 509 558 391 451 471 Control Delay (s) 9.6 19.5 10.8 20.6 10.7 10.1 13.7 Approach Delay (s) 18.3 18.2 10.3 13.7 Approach LOS C C B B Intersection Summary Delay 16.8 Level of Service C Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/14/2018 FED EX 7:30 am 5/3/2018 2024 AM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 21 60 54 31 31 62 0 56 5 0 5 Future Volume (Veh/h) 21 21 60 54 31 31 62 0 56 5 0 5 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 21 21 60 54 31 31 62 0 56 5 0 5 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 62 81 252 263 51 304 278 46 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 62 81 252 263 51 304 278 46 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 96 91 100 94 99 100 100 cM capacity (veh/h) 1528 1504 667 607 1011 586 596 1017 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 102 116 118 5 5 Volume Left 21 54 62 5 0 Volume Right 60 31 56 0 5 cSH 1528 1504 796 586 1017 Volume to Capacity 0.01 0.04 0.15 0.01 0.00 Queue Length 95th (ft) 1 3 13 1 0 Control Delay (s) 1.6 3.6 10.3 11.2 8.6 Lane LOS AABBA Approach Delay (s) 1.6 3.6 10.3 9.9 Approach LOS B A Intersection Summary Average Delay 5.5 Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 435 93 246 608 191 294 306 179 157 174 35 Future Volume (vph) 24 435 93 246 608 191 294 306 179 157 174 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3331 1711 3299 1711 1801 1531 1711 1801 1531 Flt Permitted 0.31 1.00 0.32 1.00 0.33 1.00 1.00 0.31 1.00 1.00 Satd. Flow (perm) 560 3331 575 3299 597 1801 1531 560 1801 1531 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 24 435 93 246 608 191 294 306 179 157 174 35 RTOR Reduction (vph) 0 14 0 0 21 0 0 0 142 0 0 19 Lane Group Flow (vph) 24 514 0 246 778 0 294 306 37 157 174 16 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 41.2 37.1 57.4 47.3 35.0 20.8 20.8 22.7 14.5 47.3 Effective Green, g (s) 45.2 39.1 59.4 49.3 37.0 22.8 22.8 26.7 16.5 49.3 Actuated g/C Ratio 0.41 0.36 0.54 0.45 0.34 0.21 0.21 0.24 0.15 0.45 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 293 1184 478 1478 367 373 317 242 270 686 v/s Ratio Prot 0.00 0.15 c0.08 c0.24 c0.12 c0.17 0.06 0.10 v/s Ratio Perm 0.03 0.20 0.15 0.02 0.10 0.01 v/c Ratio 0.08 0.43 0.51 0.53 0.80 0.82 0.12 0.65 0.64 0.02 Uniform Delay, d1 19.4 27.0 14.7 21.9 29.9 41.6 35.4 35.0 44.0 16.9 Progression Factor 1.00 1.00 1.00 1.00 0.84 0.89 3.90 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.2 0.9 1.3 11.4 13.0 0.2 5.9 5.2 0.1 Delay (s) 19.6 28.2 15.6 23.3 36.5 50.1 138.2 40.9 49.2 17.0 Level of Service B C B C D D F D D B Approach Delay (s) 27.8 21.5 65.2 42.6 Approach LOS C C E D Intersection Summary HCM 2000 Control Delay 38.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 3 14 461 16 312 20 379 225 130 359 17 Future Volume (vph) 15 3 14 461 16 312 20 379 225 130 359 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.94 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1941 1711 1544 1711 3421 1531 1711 3398 Flt Permitted 0.83 0.74 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1658 1326 1544 1711 3421 1531 1711 3398 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 3 14 461 16 312 20 379 225 130 359 17 RTOR Reduction (vph)0900201000128020 Lane Group Flow (vph) 0 23 0 461 127 0 20 379 97 130 374 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 37.0 37.0 37.0 2.3 35.4 45.3 12.2 45.3 Effective Green, g (s) 39.0 39.0 39.0 4.3 37.4 47.3 14.2 47.3 Actuated g/C Ratio 0.35 0.35 0.35 0.04 0.34 0.43 0.13 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 587 470 547 66 1163 658 220 1461 v/s Ratio Prot 0.01 c0.11 c0.08 0.11 v/s Ratio Perm 0.01 c0.35 0.08 0.06 v/c Ratio 0.04 0.98 0.23 0.30 0.33 0.15 0.59 0.26 Uniform Delay, d1 23.2 35.1 25.0 51.4 26.9 19.1 45.2 20.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.08 0.76 Incremental Delay, d2 0.0 36.4 0.2 2.6 0.7 0.5 3.7 0.4 Delay (s) 23.3 71.5 25.2 54.0 27.7 19.5 52.4 15.6 Level of Service C E C D C B D B Approach Delay (s) 23.3 52.2 25.6 25.0 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 36.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 59 385 93 108 254 87 36 136 73 102 266 69 Future Volume (vph) 59 385 93 108 254 87 36 136 73 102 266 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.98 0.97 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1809 1792 1782 1531 1802 Flt Permitted 0.92 0.78 0.88 1.00 0.88 Satd. Flow (perm) 1671 1416 1592 1531 1608 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 59 385 93 108 254 87 36 136 73 102 266 69 RTOR Reduction (vph)09001000045090 Lane Group Flow (vph) 0 528 0 0 439 0 0 172 28 0 428 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 23.0 23.0 19.0 19.0 19.0 Effective Green, g (s) 25.0 25.0 21.0 21.0 21.0 Actuated g/C Ratio 0.46 0.46 0.39 0.39 0.39 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 773 655 619 595 625 v/s Ratio Prot v/s Ratio Perm c0.32 0.31 0.11 0.02 c0.27 v/c Ratio 0.68 0.67 0.28 0.05 0.69 Uniform Delay, d1 11.4 11.3 11.3 10.3 13.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 2.6 1.1 0.2 6.0 Delay (s) 13.9 13.9 12.4 10.4 19.8 Level of Service B B B B B Approach Delay (s) 13.9 13.9 11.8 19.8 Approach LOS BBBB Intersection Summary HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 54.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 179 208 624 347 169 26 424 483 488 45 745 178 Future Volume (vph) 179 208 624 347 169 26 424 483 488 45 745 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 3433 1825 1770 1863 1583 1770 3437 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1863 1583 3433 1825 1770 1863 1583 1770 3437 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 179 208 624 347 169 26 424 483 488 45 745 178 RTOR Reduction (vph) 0 0 271 060002380230 Lane Group Flow (vph) 179 208 353 347 189 0 424 483 250 45 900 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 4.0 13.2 43.6 4.0 13.2 30.4 41.2 45.2 4.2 15.0 Effective Green, g (s) 6.0 15.2 47.6 6.0 15.2 32.4 43.2 49.2 6.2 17.0 Actuated g/C Ratio 0.06 0.16 0.50 0.06 0.16 0.34 0.45 0.51 0.06 0.18 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 110 294 784 214 288 597 838 877 114 608 v/s Ratio Prot c0.10 c0.11 0.15 0.10 0.10 c0.24 0.26 0.02 0.03 c0.26 v/s Ratio Perm 0.07 0.14 v/c Ratio 1.63 0.71 0.45 1.62 0.66 0.71 0.58 0.29 0.39 1.48 Uniform Delay, d1 45.0 38.3 15.7 45.0 37.9 27.7 19.6 13.4 43.1 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 319.7 7.6 0.4 300.1 5.3 4.0 2.9 0.2 2.2 224.9 Delay (s) 364.7 45.9 16.1 345.1 43.3 31.7 22.5 13.5 45.3 264.4 Level of Service F D B F D C C B D F Approach Delay (s) 84.0 236.5 22.2 254.2 Approach LOS F F C F Intersection Summary HCM 2000 Control Delay 125.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 445 34 5 716 71 22 Future Volume (Veh/h) 445 34 5 716 71 22 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 445 34 5 716 71 22 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 479 1188 462 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 479 1188 462 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 66 96 cM capacity (veh/h) 1083 207 600 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 479 5 716 71 22 Volume Left 0 5 0 71 0 Volume Right 34 0 0 0 22 cSH 1700 1083 1700 207 600 Volume to Capacity 0.28 0.00 0.42 0.34 0.04 Queue Length 95th (ft) 0 0 0 36 3 Control Delay (s) 0.0 8.3 0.0 31.2 11.2 Lane LOS A D B Approach Delay (s) 0.0 0.1 26.5 Approach LOS D Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 55 391 36 26 425 7 133 32 94 33 23 90 Future Volume (vph) 55 391 36 26 425 7 133 32 94 33 23 90 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 55 391 36 26 425 7 133 32 94 33 23 90 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 55 427 26 432 133 126 146 Volume Left (vph) 55 0 26 0 133 0 33 Volume Right (vph) 0 36 0 7 0 94 90 Hadj (s) 0.53 -0.03 0.53 0.02 0.53 -0.49 -0.29 Departure Headway (s) 7.4 6.8 7.4 6.9 8.3 7.2 7.7 Degree Utilization, x 0.11 0.81 0.05 0.83 0.31 0.25 0.31 Capacity (veh/h) 463 513 464 509 405 457 418 Control Delay (s) 10.1 31.7 9.6 33.9 13.7 11.5 14.1 Approach Delay (s) 29.2 32.5 12.6 14.1 Approach LOS D D B B Intersection Summary Delay 25.5 Level of Service D Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/8/2018 FED EX 4:30 pm 5/3/2018 2024 PM No Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 62 0 0 21 10 0 0 0 21 0 10 Future Volume (Veh/h) 10 62 0 0 21 10 0 0 0 21 0 10 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 10 62 0 0 21 10 0 0 0 21 0 10 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 31 62 118 113 62 108 108 26 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 31 62 118 113 62 108 108 26 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 100 100 100 98 100 99 cM capacity (veh/h) 1582 1541 846 772 1003 867 777 1050 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 72 31 0 21 10 Volume Left 10 0 0 21 0 Volume Right 0 10 0 0 10 cSH 1582 1541 1700 867 1050 Volume to Capacity 0.01 0.00 0.00 0.02 0.01 Queue Length 95th (ft)00021 Control Delay (s) 1.1 0.0 0.0 9.3 8.5 Lane LOS A A A A Approach Delay (s) 1.1 0.0 0.0 9.0 Approach LOS A A Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 20.5% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 1: Kennedy Dr/Airport Dr & US 2 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 435 118 246 608 191 314 311 179 157 180 35 Future Volume (vph) 24 435 118 246 608 191 314 311 179 157 180 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3312 1711 3299 1711 1801 1531 1711 1801 1531 Flt Permitted 0.31 1.00 0.30 1.00 0.32 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 565 3312 538 3299 572 1801 1531 611 1801 1531 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 24 435 118 246 608 191 314 311 179 157 180 35 RTOR Reduction (vph) 0 19 0 0 21 0 0 0 140 0 0 19 Lane Group Flow (vph) 24 534 0 246 778 0 314 311 39 157 180 16 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 6 Actuated Green, G (s) 40.3 36.2 57.0 46.9 35.4 21.8 21.8 22.1 14.5 46.9 Effective Green, g (s) 44.3 38.2 59.0 48.9 37.4 23.8 23.8 26.1 16.5 48.9 Actuated g/C Ratio 0.40 0.35 0.54 0.44 0.34 0.22 0.22 0.24 0.15 0.44 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 291 1150 467 1466 369 389 331 240 270 680 v/s Ratio Prot 0.00 0.16 c0.08 c0.24 c0.13 0.17 0.06 0.10 v/s Ratio Perm 0.03 0.20 c0.16 0.03 0.10 0.01 v/c Ratio 0.08 0.46 0.53 0.53 0.85 0.80 0.12 0.65 0.67 0.02 Uniform Delay, d1 20.0 27.9 15.1 22.2 30.0 40.8 34.7 35.5 44.2 17.1 Progression Factor 1.00 1.00 1.00 1.00 0.83 0.88 3.69 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.3 1.1 1.4 16.2 10.5 0.2 6.3 6.1 0.1 Delay (s) 20.1 29.3 16.1 23.6 41.2 46.4 128.1 41.7 50.3 17.2 Level of Service C C B C D D F D D B Approach Delay (s) 28.9 21.8 62.6 43.6 Approach LOS C C E D Intersection Summary HCM 2000 Control Delay 37.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2: Kennedy Dr & Kimball Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 3 14 486 16 338 20 379 257 162 359 17 Future Volume (vph) 15 3 14 486 16 338 20 379 257 162 359 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 16 12 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.94 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1941 1711 1543 1711 3421 1531 1711 3398 Flt Permitted 0.83 0.74 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1646 1326 1543 1711 3421 1531 1711 3398 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 15 3 14 486 16 338 20 379 257 162 359 17 RTOR Reduction (vph)0900218000146020 Lane Group Flow (vph) 0 23 0 486 136 0 20 379 111 162 374 0 Turn Type custom NA custom NA Prot NA custom Prot NA Protected Phases 1 6 5 2 Permitted Phases 8 8 4 4 2 Actuated Green, G (s) 37.0 37.0 37.0 2.3 33.3 45.3 14.3 45.3 Effective Green, g (s) 39.0 39.0 39.0 4.3 35.3 47.3 16.3 47.3 Actuated g/C Ratio 0.35 0.35 0.35 0.04 0.32 0.43 0.15 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 583 470 547 66 1097 658 253 1461 v/s Ratio Prot 0.01 c0.11 c0.09 0.11 v/s Ratio Perm 0.01 c0.37 0.09 0.07 v/c Ratio 0.04 1.03 0.25 0.30 0.35 0.17 0.64 0.26 Uniform Delay, d1 23.2 35.5 25.1 51.4 28.5 19.3 44.1 20.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.07 0.79 Incremental Delay, d2 0.0 50.6 0.2 2.6 0.9 0.6 4.7 0.4 Delay (s) 23.3 86.1 25.4 54.0 29.4 19.8 51.9 16.3 Level of Service C F C D C B D B Approach Delay (s) 23.3 60.5 26.4 27.0 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 40.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: S Brownwell Rd & Marshall Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 59 415 98 108 293 87 42 136 73 102 266 69 Future Volume (vph) 59 415 98 108 293 87 42 136 73 102 266 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 11 11 12 12 12 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.98 0.98 1.00 0.85 0.98 Flt Protected 0.99 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1810 1798 1780 1531 1802 Flt Permitted 0.92 0.79 0.86 1.00 0.88 Satd. Flow (perm) 1670 1436 1552 1531 1602 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 59 415 98 108 293 87 42 136 73 102 266 69 RTOR Reduction (vph)0900900046090 Lane Group Flow (vph) 0 563 0 0 479 0 0 178 27 0 428 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4826 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 24.0 24.0 18.0 18.0 18.0 Effective Green, g (s) 26.0 26.0 20.0 20.0 20.0 Actuated g/C Ratio 0.48 0.48 0.37 0.37 0.37 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 804 691 574 567 593 v/s Ratio Prot v/s Ratio Perm c0.34 0.33 0.11 0.02 c0.27 v/c Ratio 0.70 0.69 0.31 0.05 0.72 Uniform Delay, d1 11.0 10.9 12.1 10.9 14.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 3.0 1.4 0.2 7.4 Delay (s) 13.7 13.9 13.5 11.1 22.1 Level of Service B B B B C Approach Delay (s) 13.7 13.9 12.8 22.1 Approach LOS B B B C Intersection Summary HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 54.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: VT Route 2A & Marshall Ave/Maple Tree Pl 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 179 213 650 347 175 26 456 483 488 45 745 178 Future Volume (vph) 179 213 650 347 175 26 456 483 488 45 745 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.95 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 3433 1827 1770 1863 1583 1770 3437 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 1863 1583 3433 1827 1770 1863 1583 1770 3437 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 179 213 650 347 175 26 456 483 488 45 745 178 RTOR Reduction (vph) 0 0 271 060002380230 Lane Group Flow (vph) 179 213 379 347 195 0 456 483 250 45 900 0 Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA Protected Phases 74538 52316 Permitted Phases 4 2 Actuated Green, G (s) 4.0 13.3 43.6 4.0 13.3 30.3 41.1 45.1 4.2 15.0 Effective Green, g (s) 6.0 15.3 47.6 6.0 15.3 32.3 43.1 49.1 6.2 17.0 Actuated g/C Ratio 0.06 0.16 0.50 0.06 0.16 0.34 0.45 0.51 0.06 0.18 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 110 296 784 214 291 595 836 875 114 608 v/s Ratio Prot c0.10 c0.11 0.16 0.10 0.11 c0.26 0.26 0.02 0.03 c0.26 v/s Ratio Perm 0.08 0.14 v/c Ratio 1.63 0.72 0.48 1.62 0.67 0.77 0.58 0.29 0.39 1.48 Uniform Delay, d1 45.0 38.3 16.0 45.0 38.0 28.5 19.7 13.4 43.1 39.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 319.7 8.1 0.5 300.1 6.0 5.9 2.9 0.2 2.2 224.9 Delay (s) 364.7 46.4 16.5 345.1 43.9 34.3 22.6 13.6 45.3 264.4 Level of Service F D B F D C C B D F Approach Delay (s) 82.5 234.6 23.3 254.2 Approach LOS F F C F Intersection Summary HCM 2000 Control Delay 123.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 96.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis 3: Community Dr W & Kimball Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 445 98 8 716 122 24 Future Volume (Veh/h) 445 98 8 716 122 24 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 445 98 8 716 122 24 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 543 1226 494 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 543 1226 494 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 38 96 cM capacity (veh/h) 1026 196 575 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 543 8 716 122 24 Volume Left 0 8 0 122 0 Volume Right 98 0 0 0 24 cSH 1700 1026 1700 196 575 Volume to Capacity 0.32 0.01 0.42 0.62 0.04 Queue Length 95th (ft) 0 1 0 89 3 Control Delay (s) 0.0 8.5 0.0 49.8 11.5 Lane LOS A E B Approach Delay (s) 0.0 0.1 43.5 Approach LOS E Intersection Summary Average Delay 4.5 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Community Dr E & Kimball Ave 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 55 391 39 71 425 7 135 42 129 33 35 90 Future Volume (vph) 55 391 39 71 425 7 135 42 129 33 35 90 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 55 391 39 71 425 7 135 42 129 33 35 90 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total (vph) 55 430 71 432 135 171 158 Volume Left (vph) 55 0 71 0 135 0 33 Volume Right (vph) 0 39 0 7 0 129 90 Hadj (s) 0.53 -0.03 0.53 0.02 0.53 -0.49 -0.27 Departure Headway (s) 7.8 7.2 7.8 7.2 8.5 7.5 8.0 Degree Utilization, x 0.12 0.86 0.15 0.87 0.32 0.36 0.35 Capacity (veh/h) 442 489 447 488 391 451 410 Control Delay (s) 10.6 39.3 11.0 40.4 14.3 13.4 15.3 Approach Delay (s) 36.0 36.2 13.8 15.3 Approach LOS E E B C Intersection Summary Delay 29.2 Level of Service D Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site driveway/PF driveway & Community Dr 5/14/2018 FED EX 4:30 pm 5/3/2018 2024 PM Build Synchro 8 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 62 67 61 21 10 54 0 48 21 0 10 Future Volume (Veh/h) 10 62 67 61 21 10 54 0 48 21 0 10 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 10 62 67 61 21 10 54 0 48 21 0 10 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 31 129 274 268 96 312 297 26 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 31 129 274 268 96 312 297 26 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 96 92 100 95 96 100 99 cM capacity (veh/h) 1582 1457 648 607 961 587 585 1050 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 139 92 102 21 10 Volume Left 10 61 54 21 0 Volume Right 67 10 48 0 10 cSH 1582 1457 765 587 1050 Volume to Capacity 0.01 0.04 0.13 0.04 0.01 Queue Length 95th (ft) 0 3 11 3 1 Control Delay (s) 0.6 5.1 10.4 11.4 8.5 Lane LOS AABBA Approach Delay (s) 0.6 5.1 10.4 10.4 Approach LOS B B Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 High Crash Location Review Crash Data for VT 2A & Marshall Avenue intersection in Williston, VT (2013‐2017)data obtained from the VTrans Public Crash Data Query ToolAOT Route Crash Type Collision Direction WeatherMilemarkerImpairment Road ConditionSurface ConditionMARSHALL AVE. Property Damage Only Rear End Unknown 1.56 NoneMARSHALL AVE. Property Damage Only Same Direction Sideswipe Clear 1.57 None None DryMARSHALL AVE. Property Damage Only Same Direction Sideswipe Clear 1.57 None None DryMARSHALL AVE. Property Damage Only Rear End Clear 1.57 None None DryMARSHALL AVE. Property Damage Only Left Turn and Thru, Angle Broadside ‐‐>v‐‐Clear 1.57 None None DryMARSHALL AVE. Property Damage Only Rear End Clear 1.57 None None DryMARSHALL AVE. Property Damage Only Rear End Unknown 1.57 None None DryMARSHALL AVE. Property Damage Only Same Direction Sideswipe Rain 1.57 None None WetVT‐2A Property Damage Only Rear End Clear 3.32 None None DryVT‐2A Property Damage Only Rear End Clear 3.32 None None DryVT‐2A Injury Head On Clear 3.32 Alcohol and Drugs None DryVT‐2A Property Damage Only Rear End Clear 3.32 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.32 None None DryVT‐2A Property Damage Only Same Direction Sideswipe Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Left Turn and Thru, Angle Broadside ‐‐>v‐‐Clear 3.33 None None DryVT‐2A Property Damage Only Right Turn and Thru, Same Direction Sideswipe/Angle Crash ^^‐‐Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.33 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.33 None None DryVT‐2A Property Damage Only Same Direction Sideswipe Rain 3.33 None None WetVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Injury Rear End Cloudy 3.33 None None DryVT‐2A Property Damage Only Other ‐ Explain in Narrative Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Injury Right Turn and Thru, Broadside ^<‐‐Clear 3.33 None None DryVT‐2A Property Damage Only Left and Right Turns, Simultaneous Turn Crash ‐‐vv‐‐Clear 3.33 None None DryVT‐2A Property Damage Only Head On Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Left and Right Turns, Simultaneous Turn Crash ‐‐vv‐‐Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.33 None None DryVT‐2A Property Damage Only Other ‐ Explain in Narrative Cloudy 3.33 None None WetVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Same Direction Sideswipe Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.33 None None DryVT‐2A Property Damage Only Same Direction Sideswipe Clear 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.33 None None DryVT‐2A Injury Head On Cloudy 3.33 None None DryVT‐2A Property Damage Only Rear End Clear 3.34 None None DryVT‐2A Property Damage Only Rear End Cloudy 3.34 None None DryVT‐2A Property Damage Only Rear End Clear 3.34 None None DryVT‐2A Property Damage Only Rear End Rain 3.34 None None WetVT‐2A Property Damage Only Left Turn and Thru, Broadside v<‐‐Cloudy 3.34 None None WetVT‐2A Property Damage Only Rear End Cloudy 3.34 None None DryVT‐2A Property Damage Only Rear End Clear 3.34 None None Dry Crash Data for US 2 segment mm 1.658 ‐ 1.958 in South Burlington, VT (2013‐2017)data obtained from the VTrans Public Crash Data Query ToolAOT Route Crash Type Collision Direction WeatherMilemarkerImpairment Road ConditionSurface ConditionUS‐2 Property Damage Only Rear End Clear 1.66 None None DryUS‐2 Property Damage Only Left Turn and Thru, Broadside v<‐‐Clear 1.69 None None DryUS‐2 Property Damage Only Rear End Clear 1.74 None wet, icy, snow, slush DryUS‐2 Property Damage Only Rear End Freezing Precip. 1.74 None wet, icy, snow, slush SnowUS‐2 Property Damage Only Rear End Cloudy 1.77 None wet, icy, snow, slush WetUS‐2 Property Damage Only Rear End Cloudy 1.77 None wet, icy, snow, slush SlushUS‐2 Property Damage Only Rear End Clear 1.77 None None DryUS‐2 Property Damage Only Rear End Clear 1.78 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Rain 1.8 None None WetUS‐2 Property Damage Only Rear End Clear 1.8 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Cloudy 1.81 None None DryUS‐2 Property Damage Only No Turns, Thru moves only, Broadside ^< Clear 1.82 None None DryUS‐2 Property Damage Only Opp Direction Sideswipe Clear 1.84 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.85 None None DryUS‐2 Injury Rear End Clear 1.85 None None DryUS‐2 Injury No Turns, Thru moves only, Broadside ^< Clear 1.86 None None DryUS‐2 Property Damage Only Rear End Cloudy 1.87 None None DryUS‐2 Property Damage Only Rear End Clear 1.87 None None DryUS‐2 Property Damage Only Rear End Clear 1.88 None None DryUS‐2 Property Damage Only Left Turn and Thru, Angle Broadside ‐‐>v‐‐Rain 1.88 None None WetUS‐2 Property Damage Only Rear End Clear 1.88 None None DryUS‐2 Property Damage Only Rear End Clear 1.88 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.89 None None DryUS‐2 Injury Same Direction Sideswipe Clear 1.89 None None DryUS‐2 Property Damage Only Rear End Freezing Precip. 1.89 None wet, icy, snow, slush SnowUS‐2 Property Damage Only Left Turn and Thru, Angle Broadside ‐‐>v‐‐Clear 1.89 None None WetUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.89 None None DryUS‐2 Property Damage Only Rear End Cloudy 1.89 None None WetUS‐2 Property Damage Only Same Direction Sideswipe Cloudy 1.89 None None DryUS‐2 Property Damage Only Rear End Clear 1.89 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.89 None None DryUS‐2 Property Damage Only Single Vehicle Crash Freezing Precip. 1.89 None wet, icy, snow, slush SnowUS‐2 Property Damage Only No Turns, Thru moves only, Broadside ^< Cloudy 1.89 None None DryUS‐2 Property Damage Only Left Turn and Thru, Broadside v<‐‐Cloudy 1.89 None None DryUS‐2 Injury Unknown Cloudy 1.89 None None UnknownUS‐2 Injury Unknown Clear 1.9 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Rain 1.9 None Unknown WetUS‐2 Property Damage Only Unknown Clear 1.9 None None DryUS‐2 Property Damage Only Rear End Clear 1.9 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.9 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.9 None None DryUS‐2 Injury Left Turn and Thru, Head On ^v‐‐Clear 1.9 None None DryUS‐2 Injury No Turns, Thru moves only, Broadside ^< Clear 1.9 None None DryUS‐2 Property Damage Only Right Turn and Thru, Broadside ^<‐‐Clear 1.9 None None DryUS‐2 Property Damage Only Rear End Clear 1.9 None None DryUS‐2 Injury No Turns, Thru moves only, Broadside ^< Clear 1.9 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Cloudy 1.9 None None WetUS‐2 Injury Left Turn and Thru, Angle Broadside ‐‐>v‐‐Cloudy 1.9 None None DryUS‐2 Injury No Turns, Thru moves only, Broadside ^< Rain 1.9 None Unknown WetUS‐2 Injury Left Turn and Thru, Angle Broadside ‐‐>v‐‐Cloudy 1.9 None None DryUS‐2 Property Damage Only Unknown Clear 1.9 None wet, icy, snow, slush SlushUS‐2 Property Damage Only Opp Direction Sideswipe Clear 1.9 None None DryUS‐2 Property Damage Only Left Turn and Thru, Angle Broadside ‐‐>v‐‐Cloudy 1.9 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Clear 1.9 None None DryUS‐2 Property Damage Only Same Direction Sideswipe Cloudy 1.9 None None DryUS‐2 Property Damage Only Unknown Clear 1.91 None None WetUS‐2 Property Damage Only Rear End Clear 1.91 None None DryUS‐2 Injury Head On Clear 1.92 None None DryUS‐2 Property Damage Only Rear End Cloudy 1.93 None None DryUS‐2 Property Damage Only Left Turn and Thru, Angle Broadside ‐‐>v‐‐Unknown 1.93 None None Unknown Signal Warrant Analyses Signal Warrant Analysis: Kimball Avenue at Community Drive East intersection Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2019 No BuildCounty: Engineer:JDADistrict: Date:May 8, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (EAST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 915 176 4:00 PM 915 17612:00 PM 940 107 12:00 PM 940 1075:00 PM 782 211 5:00 PM 782 2118:00 AM 870 122 8:00 AM 870 1223:00 PM 866 116 3:00 PM 866 1161:00 PM 837 95 1:00 PM 837 9511:00 AM 806 104 11:00 AM 806 1047:00 AM 761 140 7:00 AM 761 140HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 915 176 1:00 PM 837 312:00 PM 940 107 10:00 AM 701 25:00 PM 782 211 7:00 AM 761 18:00 AM 870 122Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 915 176 1091Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street1:00 PM 837 3Eight Hour Volumes (Condition A)Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build JDA 0 May 8, 2018 40 Community Dr (EAST) 1 25 Warrant 1B met for 80% and 70%, warrant 1A not met. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes7:00 AM761 1 0 25 Eight Highest Hours 2 or more 2 or more Major 870 866 837 806940 78212:00 PM5:00 PM8:00 AM3:00 PM1:00 PM11:00 AMStreet 4:00 PM915 176 107 211 122 116 95 104 140Minor May 8, 2018 Kimball Avenue 1 Community Dr (EAST) 1 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2019 No Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 Yes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b 750 600 525 761 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor 7:00 AM75 2 or more 2 or more 837 8064:00 PM12:00 PM5:00 PM8:00 AM3:00 PM1:00 PM11:00 AMMajor 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 176 107 211 122 750 600 525 Eight Highest Hours Street 630 100 116 95 104 140 11 Minor 2 or more 915 940 782 870 866 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build 0 0 Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 8, 2018 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Volumes Major Street Minor Street Four Highest Hours 100% Volume Level 70% Volume Level 12:00 PM 5:00 PM 8:00 AM 122 940 782 870 107 211 VolumesFour Highest Hours Major Street Minor Street 4:00 PM 915 176 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build 0 0 JDA May 8, 2018 Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 915 176 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Fulfilled?: Peak Hour 70% Volume Fulfilled?: 4.0 5.0 13.8 1. Delay on Minor Approach *(vehicle-hours) 1,091Volume* Volume Criteria*800 176 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume 1:00 PM 3837 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. Kimball Avenue 2019 No Build 701 0 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. State of Florida Department of Transportation JDA 0 May 8, 2018 10:00 AM 7:00 AM 7:00 AM 2 761 1 TRAFFIC SIGNAL WARRANT SUMMARY 1 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 8371:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 100% Volume Level Plot one volume combination on the applicable figure below. 3 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (EAST) 1 25 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build JDA 0 May 8, 2018 Observed Crash Types: Number of crashes per 12 months: Measure tried: 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Met?Fulfilled? Yes No NoYesMinorCriteria Hour Volume Major * * #1 not satisfied -> warrant not satisfied * * * Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2019 BuildCounty: Engineer:JDADistrict: Date:May 16, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (EAST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 939 211 4:00 PM 939 2115:00 PM 830 260 5:00 PM 830 26012:00 PM 940 115 12:00 PM 940 1158:00 AM 891 128 8:00 AM 891 1283:00 PM 870 117 3:00 PM 870 1177:00 AM 804 151 7:00 AM 804 1511:00 PM 837 100 1:00 PM 837 10011:00 AM 806 104 11:00 AM 806 104HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 939 211 1:00 PM 837 35:00 PM 830 260 10:00 AM 701 212:00 PM 940 115 7:00 AM 804 18:00 AM 891 128Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 939 211 1150Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street1:00 PM 837 3Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Eight Hour Volumes (Condition A)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: Community Dr (EAST) 1 25 Warrant 1B met for 80% and 70%, warrant 1A not met. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build JDA 0 May 16, 2018 40 Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2019 Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more May 16, 2018 Kimball Avenue 1 Community Dr (EAST) 1 1:00 PMStreet 4:00 PM939 211 260 115 128 117 151 100 104Minor11:00 AM806 1 0 25 Eight Highest Hours 2 or more 2 or more Major 891 870 804 837830 9405:00 PM12:00 PM8:00 AM3:00 PM7:00 AMYes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. 211 260 115 128 750 600 525 Eight Highest Hours Street 630 100 117 151 100 104 11 Minor 2 or more 939 830 940 891 870 Major 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 11:00 AM75 2 or more 2 or more 804 8374:00 PM5:00 PM12:00 PM8:00 AM3:00 PM7:00 AM1:00 PM750 600 525 806 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Major Street Minor Street 4:00 PM 939 211 100% Volume Level 70% Volume Level 5:00 PM 12:00 PM 8:00 AM 128 830 940 891 260 115 VolumesFour Highest Hours Volumes Major Street Minor Street Four Highest Hours Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 16, 2018 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build 0 0 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 800 211 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Fulfilled?: Peak Hour 70% Volume Fulfilled?: 4.0 5.0 14.0 1. Delay on Minor Approach *(vehicle-hours) 1,150Volume* Volume Criteria* Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 939 211 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build 0 0 JDA May 16, 2018 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume State of Florida Department of Transportation JDA 0 May 16, 2018 10:00 AM 7:00 AM 7:00 AM 2 804 1 TRAFFIC SIGNAL WARRANT SUMMARY 1Kimball Avenue 2019 Build 701 0 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. 1:00 PM 3837 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume 3 100% Volume Level Plot one volume combination on the applicable figure below. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 8371:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: * * #1 not satisfied -> warrant not satisfied * * * MinorCriteria Hour Volume Major Met?Fulfilled? Yes No NoYes 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Observed Crash Types: Number of crashes per 12 months: Measure tried: State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build JDA 0 May 16, 2018 Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (EAST) 1 25 Kimball Avenue 1 Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2024 No BuildCounty: Engineer:JDADistrict: Date:May 8, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (EAST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 942 181 4:00 PM 942 18112:00 PM 968 110 12:00 PM 968 1105:00 PM 805 217 5:00 PM 805 2178:00 AM 896 126 8:00 AM 896 1263:00 PM 892 119 3:00 PM 892 1191:00 PM 862 98 1:00 PM 862 9811:00 AM 830 107 11:00 AM 830 1077:00 AM 784 144 7:00 AM 784 144HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 942 181 1:00 PM 862 312:00 PM 968 110 10:00 AM 722 25:00 PM 805 217 7:00 AM 784 18:00 AM 896 126Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 942 181 1123Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street1:00 PM 862 3Eight Hour Volumes (Condition A)Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build JDA 0 May 8, 2018 40 Community Dr (EAST) 1 25 Warrant 1B met for 80% and 70%, warrant 1A not met. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes7:00 AM784 1 0 25 Eight Highest Hours 2 or more 2 or more Major 896 892 862 830968 80512:00 PM5:00 PM8:00 AM3:00 PM1:00 PM11:00 AMStreet 4:00 PM942 181 110 217 126 119 98 107 144Minor May 8, 2018 Kimball Avenue 1 Community Dr (EAST) 1 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2024 No Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 Yes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b 750 600 525 784 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor 7:00 AM75 2 or more 2 or more 862 8304:00 PM12:00 PM5:00 PM8:00 AM3:00 PM1:00 PM11:00 AMMajor 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 181 110 217 126 750 600 525 Eight Highest Hours Street 630 100 119 98 107 144 11 Minor 2 or more 942 968 805 896 892 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build 0 0 Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 8, 2018 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Volumes Major Street Minor Street Four Highest Hours 100% Volume Level 70% Volume Level 12:00 PM 5:00 PM 8:00 AM 126 968 805 896 110 217 VolumesFour Highest Hours Major Street Minor Street 4:00 PM 942 181 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build 0 0 JDA May 8, 2018 Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 942 181 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Fulfilled?: Peak Hour 70% Volume Fulfilled?: 4.0 5.0 13.8 1. Delay on Minor Approach *(vehicle-hours) 1,123Volume* Volume Criteria*800 181 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume 1:00 PM 3862 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. Kimball Avenue 2024 No Build 722 0 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. State of Florida Department of Transportation JDA 0 May 8, 2018 10:00 AM 7:00 AM 7:00 AM 2 784 1 TRAFFIC SIGNAL WARRANT SUMMARY 1 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 8621:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 100% Volume Level Plot one volume combination on the applicable figure below. 3 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (EAST) 1 25 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build JDA 0 May 8, 2018 Observed Crash Types: Number of crashes per 12 months: Measure tried: 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Met?Fulfilled? Yes No NoYesMinorCriteria Hour Volume Major * * #1 not satisfied -> warrant not satisfied * * * Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2024 BuildCounty: Engineer:JDADistrict: Date:May 16, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (EAST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 967 216 4:00 PM 967 2165:00 PM 853 266 5:00 PM 853 26612:00 PM 968 118 12:00 PM 968 1188:00 AM 917 131 8:00 AM 917 1313:00 PM 896 121 3:00 PM 896 1217:00 AM 827 156 7:00 AM 827 1561:00 PM 862 102 1:00 PM 862 10211:00 AM 830 107 11:00 AM 830 107HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 967 216 1:00 PM 862 35:00 PM 853 266 10:00 AM 722 212:00 PM 968 118 7:00 AM 827 18:00 AM 917 131Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 967 216 1183Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street1:00 PM 862 3Eight Hour Volumes (Condition A)Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build JDA 0 May 16, 2018 40 Community Dr (EAST) 1 25 Warrant 1B met for 80% and 70%, warrant 1A not met. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes11:00 AM830 1 0 25 Eight Highest Hours 2 or more 2 or more Major 917 896 827 862853 9685:00 PM12:00 PM8:00 AM3:00 PM7:00 AM1:00 PMStreet 4:00 PM967 216 266 118 131 121 156 102 107Minor May 16, 2018 Kimball Avenue 1 Community Dr (EAST) 1 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2024 Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 Yes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b 750 600 525 830 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor 11:00 AM75 2 or more 2 or more 827 8624:00 PM5:00 PM12:00 PM8:00 AM3:00 PM7:00 AM1:00 PMMajor 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 216 266 118 131 750 600 525 Eight Highest Hours Street 630 100 121 156 102 107 11 Minor 2 or more 967 853 968 917 896 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build 0 0 Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 16, 2018 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Volumes Major Street Minor Street Four Highest Hours 100% Volume Level 70% Volume Level 5:00 PM 12:00 PM 8:00 AM 131 853 968 917 266 118 VolumesFour Highest Hours Major Street Minor Street 4:00 PM 967 216 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build 0 0 JDA May 16, 2018 Time Major Vol. Minor Vol. existing conditions: 4-way stop intersection Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 967 216 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Fulfilled?: Peak Hour 70% Volume Fulfilled?: 4.0 5.0 15.3 1. Delay on Minor Approach *(vehicle-hours) 1,183Volume* Volume Criteria*800 216 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume 1:00 PM 3862 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. Kimball Avenue 2024 Build 722 0 40 Community Dr (EAST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. State of Florida Department of Transportation JDA 0 May 16, 2018 10:00 AM 7:00 AM 7:00 AM 2 827 1 TRAFFIC SIGNAL WARRANT SUMMARY 1 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 8621:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 100% Volume Level Plot one volume combination on the applicable figure below. 3 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (EAST) 1 25 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build JDA 0 May 16, 2018 Observed Crash Types: Number of crashes per 12 months: Measure tried: 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Met?Fulfilled? Yes No NoYesMinorCriteria Hour Volume Major * * #1 not satisfied -> warrant not satisfied * * * Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Signal Warrant Analysis: Kimball Avenue at Community Drive West intersection Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2019 No BuildCounty: Engineer:JDADistrict: Date:May 8, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (WEST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 1097 67 4:00 PM 1097 673:00 PM 1003 43 3:00 PM 1003 4312:00 PM 997 37 12:00 PM 997 375:00 PM 957 68 5:00 PM 957 681:00 PM 960 38 1:00 PM 960 388:00 AM 971 7 8:00 AM 971 711:00 AM 904 34 11:00 AM 904 347:00 AM 885 8 7:00 AM 885 8HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 1097 67 3:00 PM 1003 13:00 PM 1003 43 1:00 PM 960 112:00 PM 997 375:00 PM 957 68Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 1097 67 1164Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street3:00 PM 1003 1Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Eight Hour Volumes (Condition A)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build JDA 0 May 8, 2018 40 Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2019 No Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more May 8, 2018 Kimball Avenue 1 Community Dr (WEST) 1 11:00 AMStreet 4:00 PM1,097 67 43 37 68 38 7 34 8Minor7:00 AM885 1 0 25 Eight Highest Hours 2 or more 2 or more Major 957 960 971 9041,003 9973:00 PM12:00 PM5:00 PM1:00 PM8:00 AMYes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. 67 43 37 68 750 600 525 Eight Highest Hours Street 630 100 387348 11 Minor 2 or more 1,097 1,003 997 957 960 Major 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 7:00 AM75 2 or more 2 or more 971 9044:00 PM3:00 PM12:00 PM5:00 PM1:00 PM8:00 AM11:00 AM750 600 525 885 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Major Street Minor Street 4:00 PM 1097 67 100% Volume Level 70% Volume Level 3:00 PM 12:00 PM 5:00 PM 68 1003 997 957 43 37 VolumesFour Highest Hours Volumes Major Street Minor Street Four Highest Hours Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 8, 2018 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build 0 0 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 800 67 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Fulfilled?: 1,164 Peak Hour 70% Volume Fulfilled?: 4.0 5.0 21.6 1. Delay on Minor Approach *(vehicle-hours) Volume* Volume Criteria* Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 1097 67 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build 0 0 JDA May 8, 2018 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume State of Florida Department of Transportation JDA 0 May 8, 2018 1:00 PM 1 TRAFFIC SIGNAL WARRANT SUMMARY 1Kimball Avenue 2019 No Build 960 0 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. 3:00 PM 11003 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume 1 100% Volume Level Plot one volume combination on the applicable figure below. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 10033:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: * * #1 not satisfied -> warrant not satisfied * * * MinorCriteria Hour Volume Major Met?Fulfilled? Yes No NoYes 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Observed Crash Types: Number of crashes per 12 months: Measure tried: State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 No Build JDA 0 May 8, 2018 Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (WEST) 1 25 Kimball Avenue 1 Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2019 BuildCounty: Engineer:JDADistrict: Date:May 16, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (WEST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 1131 106 4:00 PM 1131 1065:00 PM 1024 122 5:00 PM 1024 1223:00 PM 1009 46 3:00 PM 1009 4612:00 PM 997 45 12:00 PM 997 458:00 AM 1000 27 8:00 AM 1000 277:00 AM 945 70 7:00 AM 945 701:00 PM 960 46 1:00 PM 960 4611:00 AM 904 40 11:00 AM 904 40HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 1131 106 3:00 PM 1009 15:00 PM 1024 122 1:00 PM 960 13:00 PM 1009 4612:00 PM 997 45Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 1131 106 1237Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street3:00 PM 1009 1Eight Hour Volumes (Condition A)Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build JDA 0 May 16, 2018 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes11:00 AM904 1 0 25 Eight Highest Hours 2 or more 2 or more Major 997 1,000 945 9601,024 1,0095:00 PM3:00 PM12:00 PM8:00 AM7:00 AM1:00 PMStreet 4:00 PM1,131 106 122 46 45 27 70 46 40Minor May 16, 2018 Kimball Avenue 1 Community Dr (WEST) 1 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2019 Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 Yes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b 750 600 525 904 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor 11:00 AM75 2 or more 2 or more 945 9604:00 PM5:00 PM3:00 PM12:00 PM8:00 AM7:00 AM1:00 PMMajor 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 106 122 46 45 750 600 525 Eight Highest Hours Street 630 100 27 70 46 40 11 Minor 2 or more 1,131 1,024 1,009 997 1,000 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build 0 0 Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 16, 2018 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Volumes Major Street Minor Street Four Highest Hours 100% Volume Level 70% Volume Level 5:00 PM 3:00 PM 12:00 PM 45 1024 1009 997 122 46 VolumesFour Highest Hours Major Street Minor Street 4:00 PM 1131 106 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build 0 0 JDA May 16, 2018 Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 1131 106 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Fulfilled?: 1,237 Peak Hour 70% Volume Fulfilled?: 4.0 5.0 23.8 1. Delay on Minor Approach *(vehicle-hours) Volume* Volume Criteria*800 106 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume 3:00 PM 11009 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. Kimball Avenue 2019 Build 960 0 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. State of Florida Department of Transportation JDA 0 May 16, 2018 1:00 PM 1 TRAFFIC SIGNAL WARRANT SUMMARY 1 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 10093:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 100% Volume Level Plot one volume combination on the applicable figure below. 1 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (WEST) 1 25 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2019 Build JDA 0 May 16, 2018 Observed Crash Types: Number of crashes per 12 months: Measure tried: 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Met?Fulfilled? Yes No NoYesMinorCriteria Hour Volume Major * * #1 not satisfied -> warrant not satisfied * * * Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2024 No BuildCounty: Engineer:JDADistrict: Date:May 8, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (WEST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 1130 69 4:00 PM 1130 693:00 PM 1033 44 3:00 PM 1033 4412:00 PM 1027 38 12:00 PM 1027 385:00 PM 986 70 5:00 PM 986 701:00 PM 989 39 1:00 PM 989 398:00 AM 1000 7 8:00 AM 1000 711:00 AM 931 35 11:00 AM 931 357:00 AM 912 8 7:00 AM 912 8HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 1130 69 3:00 PM 1033 13:00 PM 1033 44 1:00 PM 989 112:00 PM 1027 385:00 PM 986 70Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 1130 69 1199Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street3:00 PM 1033 1Eight Hour Volumes (Condition A)Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build JDA 0 May 8, 2018 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes7:00 AM912 1 0 25 Eight Highest Hours 2 or more 2 or more Major 986 989 1,000 9311,033 1,0273:00 PM12:00 PM5:00 PM1:00 PM8:00 AM11:00 AMStreet 4:00 PM1,130 69 44 38 70 39 7 35 8Minor May 8, 2018 Kimball Avenue 1 Community Dr (WEST) 1 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2024 No Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 Yes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b 750 600 525 912 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor 7:00 AM75 2 or more 2 or more 1,000 9314:00 PM3:00 PM12:00 PM5:00 PM1:00 PM8:00 AM11:00 AMMajor 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 69 44 38 70 750 600 525 Eight Highest Hours Street 630 100 397358 11 Minor 2 or more 1,130 1,033 1,027 986 989 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build 0 0 Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 8, 2018 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Volumes Major Street Minor Street Four Highest Hours 100% Volume Level 70% Volume Level 3:00 PM 12:00 PM 5:00 PM 70 1033 1027 986 44 38 VolumesFour Highest Hours Major Street Minor Street 4:00 PM 1130 69 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build 0 0 JDA May 8, 2018 Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 1130 69 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Fulfilled?: 1,199 Peak Hour 70% Volume Fulfilled?: 4.0 5.0 20.6 1. Delay on Minor Approach *(vehicle-hours) Volume* Volume Criteria*800 69 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume 3:00 PM 11033 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. Kimball Avenue 2024 No Build 989 0 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. State of Florida Department of Transportation JDA 0 May 8, 2018 1:00 PM 1 TRAFFIC SIGNAL WARRANT SUMMARY 1 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 10333:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 100% Volume Level Plot one volume combination on the applicable figure below. 1 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (WEST) 1 25 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 No Build JDA 0 May 8, 2018 Observed Crash Types: Number of crashes per 12 months: Measure tried: 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Met?Fulfilled? Yes No NoYesMinorCriteria Hour Volume Major * * #1 not satisfied -> warrant not satisfied * * * Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 Form 750-020-01TRAFFIC ENGINEERING 10/15Input DataCity:2024 BuildCounty: Engineer:JDADistrict: Date:May 16, 2018Major Street:Kimball Avenue# Lanes:1Major Approach Speed:40Minor Street:Community Dr (WEST)# Lanes:1Minor Approach Speed:25HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Minor Street(one direction only)4:00 PM 1164 108 4:00 PM 1164 1085:00 PM 1053 124 5:00 PM 1053 1243:00 PM 1039 47 3:00 PM 1039 4712:00 PM 1027 46 12:00 PM 1027 468:00 AM 1029 27 8:00 AM 1029 277:00 AM 971 70 7:00 AM 971 701:00 PM 989 47 1:00 PM 989 4711:00 AM 931 41 11:00 AM 931 41HoursMajor Street(total of both approaches)Minor Street(one direction only)HoursMajor Street(total of both approaches)Pedestrian Crossings on Major Street4:00 PM 1164 108 3:00 PM 1039 15:00 PM 1053 124 1:00 PM 989 13:00 PM 1039 4712:00 PM 1027 46Peak HourMajor Street(total of both approaches)Minor Street(one direction only)Total Entering Volume4:00 PM 1164 108 1272Peak HourMajor Street(total of both approaches)Pedestrian Crossing Volumes on Major Street3:00 PM 1039 1Pedestrian Peak Hour VolumesVehicular Peak Hour VolumesHighest Four Hour Vehicular Volumes Highest Four Hour Pedestrian VolumesEight Hour Volumes (Condition B)Eight Hour Volumes (Condition A)Instructions and Input SheetsPage 2 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: CONCLUSIONS Remarks: WARRANTS SATISFIED: Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 Kimball Avenue 1 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build JDA 0 May 16, 2018 40 Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Not Applicable Warrant Summary Page 3 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for eight hours. 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes State of Florida Department of Transportation 400 480 480 400 350 420 420 350 150 150 200 Vehicles per hour on minor- street (one direction only) 70%c 105 105 Condition A - Minimum Vehicular Volume Condition A is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 140 140 TRAFFIC SIGNAL WARRANT SUMMARY Vehicles per hour on major- street (total of both approaches) 100%a 80%b 70%c 100%a 2024 Build JDA 0 40 80%b Number of Lanes for moving traffic on each approach Major Minor http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems). 120 120 160 160 2 or more 500 600 600 500 200 1 1 12 or more May 16, 2018 Kimball Avenue 1 Community Dr (WEST) 1 1:00 PMStreet 4:00 PM1,164 108 124 47 46 27 70 47 41Minor11:00 AM931 1 0 25 Eight Highest Hours 2 or more 2 or more Major 1,027 1,029 971 9891,053 1,0395:00 PM3:00 PM12:00 PM8:00 AM7:00 AMYes No Yes No Yes No Yes No Yes No Yes No 70%100% Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 4 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 Applicable: 100% Satisfied: 80% Satisfied: 70% Satisfied: a Basic Minimum hourly volume b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Existing Volumes 70%c 100%a 80%b Condition B is intended for application where Condition A is not satisfied and the traffic volume on a major street is so heavy that traffic on the minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. 108 124 47 46 750 600 525 Eight Highest Hours Street 630 100 27 70 47 41 11 Minor 2 or more 1,164 1,053 1,039 1,027 1,029 Major 80 80 Vehicles per hour on minor- street (one direction only) 70%c 53 53 70 70 60 900 720 630 75 60 900 720 2 or more 1 11:00 AM75 2 or more 2 or more 971 9894:00 PM5:00 PM3:00 PM12:00 PM8:00 AM7:00 AM1:00 PM750 600 525 931 Number of Lanes for moving traffic on each approach Major 100 State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 1 Minor Condition B - Interruption of Continuous Traffic Vehicles per hour on major- street (total of both approaches) 100%a 80%b Yes No Yes No Yes No Yes No WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Page 5 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME If all four points lie above the appropriate line, then the warrant is satisfied.Applicable: Satisfied: * Note: 115 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor street approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Major Street Minor Street 4:00 PM 1164 108 100% Volume Level 70% Volume Level 5:00 PM 3:00 PM 12:00 PM 46 1053 1039 1027 124 47 VolumesFour Highest Hours Volumes Major Street Minor Street Four Highest Hours Plot four volume combinations on the applicable figure below. Kimball Avenue 1 JDA May 16, 2018 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build 0 0 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400MINOR STREET HIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-1: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *115 *80 Yes No Yes No Yes No Yes No Yes No 0 100 200 300 400 200 300 400 500 600 700 800 900 1000MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-2: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *80 *60 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Page 6 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 3 - PEAK HOUR Applicable: Satisfied: Criteria * Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Delay Criteria* * Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor street approach with one lane. Approach Lanes 1 2 150 Approach Lanes 1 2 2. Volume on Minor Approach One-Direction *(vehicles per hour) Volume Criteria* 100 Delay* 800 108 3. Total Intersection Entering Volume *(vehicles per hour) 650 No. of Approaches 34 Volume* Fulfilled?: Fulfilled?: 1,272 Peak Hour 70% Volume Fulfilled?: 4.0 5.0 25.0 1. Delay on Minor Approach *(vehicle-hours) Volume* Volume Criteria* Plot volume combination on the applicable figure below. Kimball Avenue 1 4:00 PM 1164 108 Peak Hour 100% Volume If all three criteria are fulfilled or the plotted point lies above the appropriate line, then the warrant is satisfied. Unusual condition justifying use of warrant: 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Time Major Vol. Minor Vol. Time Major Vol. Minor Vol. Record hour when criteria are fulfilled and the corresponding delay or volume in boxes provided. State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build 0 0 JDA May 16, 2018 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-4: Criteria for "70%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *100 *75 (Community Less than 10,000 population or above 70 km/hr (40 mph) on Major Street) Yes No Yes No Yes No Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREETHIGH VOLUME APPROACH - VPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH FIGURE 4C-3: Criteria for "100%" Volume Level 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 1 LANE & 1 LANE *150 *100 WARRANT 3 - PEAK HOUR Page 7 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph (70 km/h)? 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? "70%" volume level may be used if Question 1 or 2 above is answered "Yes" WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 107 pph applies as the lower threshold volume * Note: 75 pph applies as the lower threshold volume State of Florida Department of Transportation JDA 0 May 16, 2018 1:00 PM 1 TRAFFIC SIGNAL WARRANT SUMMARY 1Kimball Avenue 2024 Build 989 0 40 Community Dr (WEST) 1 25 http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf Plot four volume combinations on the applicable figure below. For each of any 4 hours of an average day, the plotted points lie above the appropriate line, then the warrant is satisfied. 3:00 PM 11039 Four Highest Hours Volumes Major Street Pedestrian Total 70% Volume Level 100% Volume Level Volumes Pedestrian Total Major Street Four Highest Hours 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-5. Criteria for "100%" Volume Level 107 Yes No Yes No Yes No Yes No 70%100% 0 100 200 300 400 200 300 400 500 600 700 800 900 1000TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-6 Criteria for "70%" Volume Level 75* WARRANT 4 - PEDESTRIAN VOLUME Page 8 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 WARRANT 4 - PEDESTRIAN VOLUME Applicable: Satisfied: * Note: 133 pph applies as the lower threshold volume * Note: 93 pph applies as the lower threshold volume 1 100% Volume Level Plot one volume combination on the applicable figure below. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point falls above the appropriate line, then the warrant is satisfied. 10393:00 PM Pedestrian Total Major Street Volumes Peak Hour 70% Volume Level Pedestrian Total Major Street Volumes Peak Hour 0 100 200 300 400 500 600 700 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800TOTAL OF ALL PEEDESTRAINS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour 133* Yes No Yes No 0 100 200 300 400 500 200 300 400 500 600 700 800 900 1000 1100 1200TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PPH MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 93* WARRANT 4 - PEDESTRIAN VOLUME Page 9 of 10 Form 750-020-01 TRAFFIC ENGINEERING 10/15 City: Engineer: County: Date: District: Major Street: Lanes: Major Approach Speed: Minor Street: Lanes: Minor Approach Speed: MUTCD Electronic Reference to Chapter 4: WARRANT 7 - CRASH EXPERIENCE Applicable: Satisfied: * * #1 not satisfied -> warrant not satisfied * * * MinorCriteria Hour Volume Major Met?Fulfilled? Yes No NoYes 3. Warrant 1, Condition B (80% satisfied) Warrant 1, Condition A (80% satisfied) Warrant 4, Pedestrian Volume at 80% of volume requirements: # ped/hr for four (4) hours or # ped/hr for one (1) hour. Five or more reported crashes, of types susceptible to correction by signal, have occurred within a 12- month period. One of the warrants to the right is met. 1. 2.Adequate trial of other remedial measure has failed to reduce crash frequency. Observed Crash Types: Number of crashes per 12 months: Measure tried: State of Florida Department of Transportation TRAFFIC SIGNAL WARRANT SUMMARY 2024 Build JDA 0 May 16, 2018 Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. http://mutcd.fhwa.dot.gov/pdfs/2009r1r2/part4.pdf 0 40 Community Dr (WEST) 1 25 Kimball Avenue 1 Yes No Yes No WARRANT 7 - CRASH EXPERIENCE Page 10 of 10 MEMORANDUM BUCKHURST FISH & JACQUEMART, INC. 115 FIFTH AVENUE NEW YORK, NY 10003 T. 212.353.7474 F. 212.353.7494 Date: December 10, 2018 To: Marla Keene, PE, Development Review Planner Paul Conner, AICP, MCIP, Director of Planning & Zoning Ray Belair, Administrative Officer From: Georges Jacquemart Contact Information: T. 212.353.7477 F. 212.353.7494 E. G.Jacquemart@bfjplanning.com Subject: Review of Traffic Impact Study for Proposed FedEx Ground Distribution Center The purpose of this memorandum is to review the October 1, 2018 VHB Memorandum addressed to Mr. Peter Cross presenting the Traffic Impact Study (TIS) for the proposed FedEx Ground Distribution Center to be located on Community Drive in the City’s Technology Park. We also reviewed the site plan (Sketch Plan) prepared by Cross Consulting Engineers dated 2018-10-1. The site is proposed on the southern portion of Community Drive across from 30 Community Drive and close to the I-89 right of way. The study has been undertaken in a professional manner and follows the standard procedures for these types of studies. In terms of adequacy and completeness of the TIS we have only 1 comment: • It appears from Figure 3 that only 95% of the generated traffic is assigned to the local road network. This conclusion is based on a screenline drawn near the edges of Figure 3 north of I-89. VHB should review this traffic distribution and present a more complete picture of the traffic assignments for all the links connecting to the intersections being studied. I have the following comments in terms of traffic observations and issues related to the traffic impacts and mitigation measures related to this application: Traffic Generation: Traffic generation of the proposed project is estimated at about 230 vehicle trips in each the AM and PM peak hours with roughly half of the trips inbound and half outbound. The site plan shows a total of 299 parking spaces presumably for employees. This is an unusual application in the sense that there are no comparable data available from the Institute of Transportation Engineers (ITE) for this use. VHB undertook the traffic impact analysis based on traffic generation data obtained from the SunCap Property Group. Whereas we have no reason to doubt the data, it is difficult to verify these data and to confirm the impacts. The traffic generation data are presented as the “full phase” generation. The applicant should explain in more detail why and how these data were selected. It may be prudent to undertake a verification of the traffic generation at a point when the facility operates at 50% of its long-term capacity or another appropriate phase. The impact analysis can then be confirmed or adjusted based on the verification of the generation. Intersection of VT 2A at Marshall Avenue / Maple Tree Place: This intersection is projected to operate at Level of Service (LOS F) with average delays ranging from 92 to 126 seconds per vehicle in the future without this project and future with this project. Retiming of the signal phases would improve the level to E. Intersection of Kimball Avenue and Community Drive West: The Community Dr NB approach to Kimball Avenue is predicted to change from LOS D to LOS E in the PM peak hour as the result of this application. FedEx would add 54 NB vehicles to this approach in the PM peak hour, or a total of 121 vehicles trips. No mitigation is proposed at this location. MEMORANDUM BUCKHURST FISH JACQUEMART, INC. 115 FIFTH AVENUE NEW YORK, NY 10003 T. 212.353.7474 F. 212.353.7494 Review of Traffic Impact Study for FedEx Ground Distribution Center December 10, 2018 Page 2 Intersection of Kimball Avenue and Community Drive East/Gregory Drive: This intersection currently operates as a 4-way stop controlled intersection with protected left-turn lanes on the eastbound and westbound approaches of Kimball Avenue. The Kimball Avenue approaches are projected to change from LOS D to LOS E in the PM peak hour as the result of this project. FedEx would add a total of 110 vehicle trips to this intersection in the PM peak hour. VHB projects that a traffic signal will be warranted at this intersection and recommends the installation of a signal in conjunction with wider turning radii in the southeast and southwest quadrants and the relocation of the stop bars to accommodate the larger truck turning paths. The signalized intersection is projected to operate at LOS B. VHB should also address whether the left-turn lanes along Kimball Ave need to be lengthened and how the shared path along the southern side of Kimball Avenue would be relocated to cross Community Drive. Roundabout at Kimball Ave and Community Drive East/Gregory Drive: The VHB TIS does not address the feasibility of a roundabout, although a conceptual drawing and a LOS calculation have been submitted separately. The roundabout concept shows a design of a single-lane roundabout with a 140-foot inscribed diameter and with the annotations of right-of-way impacts on all 4 quadrants and conflicts with physical features (Telecom pedestals, transformer, overhead lights…). The roundabout is projected to operate at LOS A. We believe that these 2 alternatives need more detailed evaluation and comparison given that typical roundabouts have shorter delays for all users (including FedEx traffic) and better safety. We recommend that a roundabout design with a 110” or 120’ diameter be evaluated and that would be shifted slightly to the south so that it avoids the relocation of the physical features north of Kimball Avenue. This would mean that both alternatives have right-of-way impacts to the south, need to relocate the overhead light and relocate the shared path. Cost comparisons should also be undertaken. Employee Parking: The sketch plan shows a total of 299 spaces titled “Facility Parking”. This fairly substantial number of parking spaces should be explained and supported, given its impact on the site plan and stormwater runoff. Are these all employee spaces? What is the highest number of employees per shift? Could employee spaces be designed with an 8’6” width instead of 9’? Bicycle Parking: The sketch plan shows a small area designated as “bicycle parking”. We recommend that bicyle parking be covered and possibly in a bicycle room inside the building. Please let us know if you have any questions. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. Page is too large to OCR. 23'-4" CLEAR 5'-0 1/2" STRUCT. M.E.P. SPACE 31'-0"TYPICAL WALL@ MASONRY WALLSCALE: 1/8"=1'-0"339.5' (339'-6")AVERAGE GRADEMECH. EXHAUSTUNIT374.9' (374'-10 3/4")T.O.PARAPET376.7' (376'-8 1/4")T.O. MECH. UNIT374.5' (374'-6")35' ABOVE AVE. EXSTG. GRADE372'-3 1/4"T.O. STEEL343.9' (343'-10 3/4")T.O.SLAB1'-9 1/2" 35'-0" 4'-4 3/4" Page is too large to OCR.