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Home My WebLink AboutSD-19-08 - Supplemental - 1680 Shelburne Road (56) Insert project proposal file location link here 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Jeff Olesky, PE Catamount Consulting Engineers Date: February 7, 2019 Project #: 58178.00 From: David Saladino, PE, AICP Cierra Ford, EIT Re: 1680 Shelburne Road - SeaComm FCU Traffic Impact Study VHB has completed a Traffic Impact Study (TIS) for the proposed 3,500 square foot Credit Union banking facility located at 1680 Shelburne Road in South Burlington, VT, west of the Bartlett Brook Apartments. The site is currently undeveloped. The proposed redevelopment program consists of the construction of a new banking facility with 3 drive-through tellers. The bank will operate using the existing Bartlett Brook Apartments access drive to Shelburne Road. The scope of the traffic investigation includes the Bartlett Brook Apartments access road, Green Mountain Drive, Bartlett Bay Road, Harbor View Road, and the intersection of each of these drives with Shelburne Road (US 7). This Traffic Impact Study includes the following elements: • A description of the existing roadway network in the vicinity of the site; • A summary of the crash data within the study area; • A description of the proposed development program; • A trip generation estimate for the proposed development program; • An evaluation of anticipated traffic changes for the adjacent roadway and intersections in the vicinity; • An evaluation of traffic operations within the study area; and • Conclusions and recommendations to support the project. As part of this study, three different 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. The traffic study intersections are shown in Figure 1. EXISTING CONDITIONS The project site is located at 1680 Shelburne Road in South Burlington, VT, approximately 1.5 miles south of I-189. The bank will share the Bartlett Brook Apartments access driveway, located opposite the Shearer Chevrolet Buick GMC Cadillac dealership’s south entrance. The location of the site in relation to the local roadway network is shown in Figure 1. Ref: 58178.00 February 7, 2019 Page 2 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Figure 1: Site Location Map and Study Area Intersections Adjacent Roadway Characteristics Shelburne Road (US Route 7) is a north-south principal arterial that carries approximately 26,200 vehicles per day1 in the segment adjacent to the project site. It is a roadway with two 12-foot travel lanes with a six-foot bike lane in each direction divided by a 14-foot wide grass median. The project site can be accessed from the northbound travel lanes only. Shelburne Road has a posted speed limit of 40 miles per hour (mph) approaching the site of the proposed bank facility from the south. There are 5 foot sidewalks currently located on both sides of Shelburne Road. Shelburne Road is relatively flat and straight along the project frontage and provides a sufficient sight line to approaching northbound 1 2015 (Route Log) AADTs – State Highways, Vermont Agency of Transportation, 2016. Ref: 58178.00 February 7, 2019 Page 3 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx traffic. The AASHTO recommended stopping sight distance for a 40 mph roadway is 195 feet2. The access driveway provides a sight distance significantly greater than this value. Green Mountain Drive and Bartlett Bay Road intersect US 7 from the east and west respectively to form a four-way signalized intersection. US 7 provides two through lanes, a bike lane, and one left -turn lane in both the northbound and southbound directions. Green Mountain Drive and Bartlett Bay Road both provide a le ft-turn lane and a shared through/right turn lane. The traffic signal provides an exclusive pedestrian phase. Harbor View Road and the driveway for Autosaver MAX intersect US 7 from the east and west respectively to form a four-way signalized intersection. US 7 provides two through lanes, a bike lane, and one left -turn lane in both the northbound and southbound directions. There is a bus stop located on the west side of the intersection just south of the Autosaver MAX driveway. Harbor View Road and the Autosaver MAX driveway both provide one lane for all turning movements through the intersection. CRASH SUMMARY A review of VTrans’ most recent High Crash Location (HCL) Report (2012-2016) revealed there are no roadway segments or intersections within the project study area classified as an HCL by VTrans3. In addition, the VTrans Public Crash Data Query Tool was reviewed to investigate project area crashes for the most recent 5-year period available: January 1, 2014 through December 31, 2018. Figure 2 below summarizes the reported crashes by type for the primary study area, and additional detail on the crashes is included in the Appendix. Figure 2. Summary of 5-Year Mapped Crash Data for Project Area Intersections US 7 & Bartlett Bay Rd/Green Mountain Dr US7 & Harbor View Rd 2014 – 2018 Crashes 27 15 Crash Type Property Damage Only 23 13 Injury 4 2 Fatality 0 0 Top Collision Type Rear End (63%) Rear End (11%) Weather Rain or Freezing Precipitation 7% 20% Surface Condition Wet, Snow, Slush, Ice 11% 20% 2 A Policy on Geometric Design of Highways and Streets 6th Edition, American Association of State and Highway and Transportation Officials, Washington, D.C., 2011 3 High Crash Location Report: Intersections and Segments (2012-2016), Vermont Agency of Transportation Office of Highway Safety Division. Ref: 58178.00 February 7, 2019 Page 4 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx PROPOSED DEVELOPMENT The proposed development program consists of constructing a new 3,500 square foot banking facility with three drive-through lanes. The facility will share an access drive off US 7 with the Bartlett Brook Apartments located at 1690 Shelburne Road. Primary access and egress are proposed to be provided via the existing Bartlett Brook Apartments access drive. Emergency vehicle access to the banking facility is proposed to be provided via the same route. The proposed layout of the project site is shown below in Figure 2. Figure 2: Proposed Site Plan Ref: 58178.00 February 7, 2019 Page 5 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx TRIP GENERATION Trip generation estimates for the proposed banking facility were calculated based on trip end counts for a bank of similar size in South Burlington. The Northfield Savings Bank is located at 1120 Shelburne Road in South Burlington, VT and is a local bank of comparable size (measured as approximately 3,200 square feet versus the 3,500 square foot proposed facility). A count was performed there at the morning and evening peak hours to estimate the trip generation for the proposed facility. The number of site generated trips was calculated based on the count and multiplying by a ratio of the footprints of the Northfield Savings Bank to the proposed Credit Union bank. The number of pass-by trips, or existing network trips which will stop at the proposed development, was estimated using suggested rates published by the Institute of Transportation Engineers (ITE)4. These equate to 29% (2 trips) in the morning and 35% (10 trips) in the evening peak hour. Table 2 summarizes the trip generation estimate for the proposed development. Table 2: Trip Generation Summary TRIP DISTRIBUTION The site-generated trips were distributed onto the adjacent street network based on a combination of background traffic patterns, an understanding of route preferences, and engineering judgement. Based on the turning movement counts for the two nearby intersections, northbound and southbound travel volumes are split 50/50 in the AM peak hour. In the PM peak hour, northbound and southbound travel make up 46.5% and 53.5% of the volume on US 7, respectively. Due to the grass median dividing US 7 northbound and southbound lanes, the estimated percentages of travelers traveling southbound to and from the site will need to use the two nearest signalized intersections on US 7 4 Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, Washington D.C, 2012. Peak Period Total Pass-By New Total Weekday Morning 29% Enter 3 1 2 2 Exit 4 1 3 3 Total 7 2 5 5 Weekday Evening 35% Enter 13 5 8 8 Exit 13 5 8 8 Total 26 10 16 16 Total Peak Hour Site Generated Trips External Site Generated Vehicle Trips Net New Trips Ref: 58178.00 February 7, 2019 Page 6 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx (Green Mountain Drive / Bartlett Bay Road and Harbor View Road intersections) to make a U -turn for entering and exiting the site. Trips to and from the site were distributed accordingly to represent an accurate traffic flow. A graphic of the trip distribution is provided in the Appendix. TRAFFIC NETWORKS The weekday morning and evening peak hour periods were selected for analysis purposes as they represent the peak conditions for the adjacent street system. Turning movement counts collected by VTrans 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 guidelines recommend a compromise between capacity and cost. Design Hourly Volume (DHV) criteria allow roads to be designed for the 30th highest hourly volume of the year. Historical data from the closest, most comparable VTrans Automatic Traffic Recorder (ATR) stations in were reviewed to establish appropriate DHV adjustment factors.5 Detailed calculations for the DHV adjustments are provided 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 2017 VTrans Redbook6 suggests a background growth rate of 1.02 for projecting traffic volumes from 2019 to 2024. VTrans regression analysis is provided in the Appendix. 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. The 2019 and 2024 No Build weekday morning and evening DHVs are shown in Figure 3. The directional distribution of the new site-generated traffic was approximated based on existing and expected travel patterns in the area. 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. The Build networks are shown in Figure 4. The trip generation figure is included in the Appendix. 5 ATR Station D428 – Shelburne Road 300 feet south of Green Mountain Drive 6 Continuous Traffic Counter Report (The Redbook), Vermont Agency of Transportation, 2017. Ref: 58178.00 February 7, 2019 Page 7 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Figure 3: 2019 and 2024 No Build Peak Hour Volumes Ref: 58178.00 February 7, 2019 Page 8 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Figure 4: 2019 and 2024 Build Peak Hour Volumes Ref: 58178.00 February 7, 2019 Page 9 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx 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 Manual.7 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 generally free flowing operating conditions and LOS F representing generally congested conditions. Copies of the LOS calculations are provided in the Appendix. Signalized and Unsignalized Intersections Table 3 summarizes the operational analysis at the signalized study area intersections during the 2019 and 2024 weekday morning and evening peak hours under No Build and Build conditions. As shown in the table, both of the signalized intersections along US 7 are currently operating at free flowing conditions (i.e. LOS A & B). These conditions are shown to degrade slightly in the Build scenarios to LOS B & C. Table 4 summarizes the operational analysis at the unsignalized study area intersection during the 2019 and 2024 weekday morning and evening peak hours under No Build and Build conditions. As shown in the table, a right turn out of the access drive is expected to operate at LOS A in the 2019 and 2024 No Build scenarios and LOS B in the 2019 and 2024 Build scenarios. 7 Highway Capacity Manual, Federal Highway Administration, Transportation Research Board, 2000. Ref: 58178.00 February 7, 2019 Page 10 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Table 3: Signalized Intersection Capacity Analysis Summary Table 4: Unsignalized Intersection Capacity Summary Morning 0.54 11.7 B 0.68 20.0 B Evening 0.60 14.5 B 0.72 20.6 C Morning 0.54 10.0 A 0.68 17.3 B Evening 0.57 7.8 A 0.69 13.9 B Morning 0.55 11.9 B 0.70 20.5 C Evening 0.61 14.7 B 0.73 21.1 C Morning 0.55 10.1 B 0.69 17.9 B Evening 0.59 7.9 A 0.71 14.2 B * volume to capacity ratio ** delay per vehicle, in seconds *** level of service 2. US 7 at Harbor View Rd Intersection / Movement Weekday Peak Hour v/c*Delay**Delay LOS 2019 Build 1. US 7 at Green Mountain Dr / Bartlett Bay Rd LOS***v/c 2019 No Build 2024 Build Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 2024 No Build 1. US 7 at Green Mountain Dr / Bartlett Bay Rd 2. US 7 at Harbor View Rd 3. US 7 at Access Drive WB right from Access Drive Morning 0.02 9.4 A 0.03 10.2 B WB right from Access Drive Evening 0.01 9.5 A 0.03 10.0 B 3. US 7 at Access Drive WB right from Access Drive Morning 0.02 9.4 A 0.03 10.2 B WB right from Access Drive Evening 0.01 9.4 A 0.03 10.1 B * volume to capacity ratio ** delay per vehicle, in seconds *** level of service Delay LOS 2019 Build Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c 2019 No Build 2024 Build Intersection / Movement Weekday Peak Hour v/c*Delay**LOS***v/c Delay LOS 2024 No Build Ref: 58178.00 February 7, 2019 Page 11 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx SOUTH BURLINGTON TRAFFIC OVERLAY DISTRICT The current South Burlington Land Development Regulations8 (LDRs) identify the US 7/Access Drive intersection as falling within Zone 3 (“Balance of Restricted Roads”) of the City’s Traffic Overlay District. Section 10.02.G of the LDRs allows for a “trip budget” of 45 PM peak hour trips for every 40,000 square feet of parcel land area within Zone 3. The proposed banking facility’s parcel's total area is 43,560 square feet. The site can only be accessed via US 7, which has a raised median, thus preventing all left turns, therefore the traffic budget for the site can be increased by 15%. Applying this traffic budget and the trip rate specified in the LDRs to the par cel size yields a maximum trip budget of 56 PM peak hour trips for the banking facility parcel, as summarized in Table 5 below. The proposed development is expected to generate a total of 26 trips, which is below the maximum trip budget. Table 5: Calculation of Traffic Budget ACT 145 Act 145 (10 VSA Sections 6101-6111) enables VTrans to establish and assess transportation impact fees under specific circumstances. Vermont created an online map to identify the transportation projects in the state for which Act 145 transportation impact fees have been established to date. This online map was used to determine that the proposed banking facility is located within 3 miles of two different Act 145 transportation projects. The projects are the Champlain Parkway and the installation of a roundabout at Shelburne Street, South Willard Street, Ledge Street, and Locust Street. Existing traffic patterns and the projected average daily traffic volume for the Champlain Parkway were used to calculate the net new trips at each Act 145 project. Impact fee calculations are provided in the Appendix. Table 6 summarizes the transportation impact fees associated with this project. Table 6: Act 145 Impact Fee Summary VTrans Project # Net New Trips Cost per Trip* Impact Fee 1. Champlain Parkway MEGC M 5000(1) 4 $2,069 $8,276 2. Shelburne Street Roundabout HES 5000(18) 2 $1,217 $2,434 TOTAL ESTIMATED ACT 145 IMPACT FEE: $10,710 * Cost per PM peak hour trip 8 Land Development Regulations, South Burlington, VT. Amendments effective August 6, 2018. 45 Approximate Project Parcel Area (square feet)43,560 Approximate Project Parcel Area (acres)1 Maximum PM Peak Hour Trip Budget 49 Max. Trip Budget including extra 15% for US 7 raised median 56 Maximum Number of Peak Hour Trip Ends per 40,000 SF of Land Area Ref: 58178.00 February 7, 2019 Page 12 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx SOUTH BURLINGTON TRANSPORTATION IMPACT FEES As shown previously in the Trip Generation section of this report, the proposed redevelopment program is estimated to generate approximately 18 net new weekday evening peak hour trips. The South Burlington Impact Fee Ordinance 9 stipulates a traffic impact fee of $999.86 per trip for all new PM peak hour generated by a proposed development. Using this rate, Table 7 shows the anticipated transportation impact fees required for the project. Table 7: Anticipated City of South Burlington Transportation Impact Fees CONCLUSIONS The proposed project consists of constructing a new 3,500 square foot Credit Union banking facility with three drive through lanes at 1680 Shelburne Road in South Burlington, Vermont. The trip generation estimates conducted for this study indicate that the proposed development program will generate approximately 5 net new vehicle trips during the weekday morning peak hour and 16 net new vehicle trips during the weekday evening peak hour. Primary access and egress will be provided via the current access driveway to the Bartlett Brook Apartments. The grass median separating the US 7 northbound and southbound traffic means the only way to enter and exit the site is by traveling northbound. Site lines at the existing access drive exceed AASHTO’s recommended guidelines. A capacity analysis at three study area intersections under 2019 and 2024 No Build and Build scenarios during the morning and evening peak hours projects that all intersection movements will operate at Level of Service C or better in all scenarios. In conclusion, based on the results of this Traffic Impact Study, the proposed banking facility project is not anticipated to generate unreasonable congestion or unsafe conditions on the adjacent roadway network. 9 City of South Burlington Impact Fee Ordinance. City of South Burlington, Vermont. May 19, 20, 2014 Impact Fee Rate, per new PM peak hour trip *South Burlington Impact Fee Ordinance, amended May 19, 2014 PM Peak Hour Trips Total Net New Development Project Impact Fee 26 $999.86 $25,996.36 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx TECHNICAL APPENDIX \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx CRASH DATA \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Crash Data from VTrans Crash Query Tool \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx DHV CALCULATIONS \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx DHV Chart from 2017 Redbook \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Regression Analysis from 2017 Redbook \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx TRIP GENERATION \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx Trip Generation Distribution \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx CAPACITY ANALYSIS HCM Signalized Intersection Capacity Analysis5: US 7 & Drivway/Harbor View Rd02/04/20191680 Shelburne Rd TIS 01/30/2019 2019 AM No BuildSynchro 9 ReportVHBPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 2 1 3 20 1 43 4 1131 16 43 1093 4Future Volume (vph) 2 1 3 20 1 43 4 1131 16 43 1093 4Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95Frt 0.93 0.91 1.00 1.00 1.00 1.00Flt Protected 0.98 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 1709 1668 1770 3532 1770 3537Flt Permitted 0.86 0.89 0.95 1.00 0.95 1.00Satd. Flow (perm) 1497 1512 1770 3532 1770 3537Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 2 1 3 22 1 47 4 1229 17 47 1188 4RTOR Reduction (vph) 0 3 0 0 43 0 0 1 0 0 0 0Lane Group Flow (vph) 0 3 0 0 27 0 4 1245 0 47 1192 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 6.1 6.1 1.0 41.8 4.1 44.9Effective Green, g (s) 6.1 6.1 1.0 41.8 4.1 44.9Actuated g/C Ratio 0.09 0.09 0.01 0.60 0.06 0.64Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 130 131 25 2109 103 2268v/s Ratio Prot0.00 c0.35 c0.03 c0.34v/s Ratio Perm 0.00 c0.02v/c Ratio 0.03 0.21 0.16 0.59 0.46 0.53Uniform Delay, d1 29.2 29.7 34.1 8.8 31.9 6.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.3 1.1 1.2 1.2 0.9Delay (s) 29.3 30.0 35.2 10.0 33.0 7.7Level of Service C C D A C AApproach Delay (s) 29.3 30.0 10.1 8.6Approach LOS C C B AIntersection SummaryHCM 2000 Control Delay 10.0 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.54Actuated Cycle Length (s) 70.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 50.6% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis8: US 7 & Access Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2019 AM No BuildSynchro 9 ReportVHBPage 2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 17 1181 4 0 1170Future Volume (Veh/h) 0 17 1181 4 0 1170Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 18 1284 4 0 1272PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 944 579pX, platoon unblocked 0.88 0.77 0.77vC, conflicting volume 1922 644 1288vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 693 0 784tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 98 100cM capacity (veh/h) 331 838 641Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 18 856 432 636 636Volume Left 0 0 0 0 0Volume Right 18 0 4 0 0cSH 838 1700 1700 1700 1700Volume to Capacity 0.02 0.50 0.25 0.37 0.37Queue Length 95th (ft) 2 0 0 0 0Control Delay (s) 9.4 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 9.4 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.1Intersection Capacity Utilization 42.8% ICU Level of Service AAnalysis Period (min) 15 HCM Signalized Intersection Capacity Analysis9: US 7 & Bartlett Bay Rd/Green Mountain Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2019 AM No BuildSynchro 9 ReportVHBPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 50 4 24 23 3 39 36 1150 20 23 1140 54Future Volume (vph) 50 4 24 23 3 39 36 1150 20 23 1140 54Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.87 0.92 1.00 1.00 1.00 0.99Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1621 1682 1770 3530 1770 3515Flt Permitted 0.85 1.00 0.87 0.95 1.00 0.95 1.00Satd. Flow (perm) 1588 1621 1489 1770 3530 1770 3515Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 54 4 26 25 3 42 39 1250 22 25 1239 59RTOR Reduction (vph) 0 23 0 0 37 0 0 1 0 0 2 0Lane Group Flow (vph) 54 7 0 0 33 0 39 1271 0 25 1296 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 9.5 9.5 9.5 3.5 57.5 2.0 56.0Effective Green, g (s) 9.5 9.5 9.5 3.5 57.5 2.0 56.0Actuated g/C Ratio 0.11 0.11 0.11 0.04 0.66 0.02 0.64Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 173 177 162 71 2333 40 2262v/s Ratio Prot 0.00 c0.02 0.36 0.01 c0.37v/s Ratio Perm c0.03 0.02v/c Ratio 0.31 0.04 0.20 0.55 0.54 0.62 0.57Uniform Delay, d1 35.7 34.7 35.3 41.0 7.8 42.1 8.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 0.0 0.2 4.6 0.9 19.9 1.1Delay (s) 36.1 34.7 35.5 45.6 8.7 62.0 9.8Level of Service D C D D A E AApproach Delay (s) 35.6 35.5 9.8 10.8Approach LOS D D A BIntersection SummaryHCM 2000 Control Delay 11.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.54Actuated Cycle Length (s) 87.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 53.7% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group HCM Signalized Intersection Capacity Analysis5: US 7 & Drivway/Harbor View Rd02/04/20191680 Shelburne Rd TIS 01/30/2019 2019 PM No BuildSynchro 9 ReportVHBPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 4 1 2 21 1 36 0 1141 15 44 1385 5Future Volume (vph) 4 1 2 21 1 36 0 1141 15 44 1385 5Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 0.96 0.92 1.00 1.00 1.00Flt Protected 0.97 0.98 1.00 0.95 1.00Satd. Flow (prot) 1741 1676 3532 1770 3537Flt Permitted 0.79 0.88 1.00 0.95 1.00Satd. Flow (perm) 1411 1497 3532 1770 3537Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 4 1 2 23 1 39 0 1240 16 48 1505 5RTOR Reduction (vph) 0 2 0 0 36 0 0 1 0 0 0 0Lane Group Flow (vph) 0 5 0 0 27 0 0 1255 0 48 1510 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 6.4 6.4 51.2 4.4 61.6Effective Green, g (s) 6.4 6.4 51.2 4.4 61.6Actuated g/C Ratio 0.08 0.08 0.64 0.06 0.77Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 112 119 2260 97 2723v/s Ratio Prot0.36 0.03 c0.43v/s Ratio Perm 0.00 c0.02v/c Ratio 0.05 0.23 0.56 0.49 0.55Uniform Delay, d1 34.0 34.5 8.0 36.7 3.7Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.4 1.0 1.4 0.8Delay (s) 34.0 34.8 9.0 38.2 4.5Level of Service C C A D AApproach Delay (s) 34.0 34.8 9.0 5.5Approach LOS C C A AIntersection SummaryHCM 2000 Control Delay 7.8 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 52.6% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis8: US 7 & Access Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2019 PM No BuildSynchro 9 ReportVHBPage 2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 6 1187 19 0 1360Future Volume (Veh/h) 0 6 1187 19 0 1360Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 7 1290 21 0 1478PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 944 579pX, platoon unblocked 0.87 0.79 0.79vC, conflicting volume 2040 656 1311vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 821 43 870tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 99 100cM capacity (veh/h) 271 807 611Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 7 860 451 739 739Volume Left 0 0 0 0 0Volume Right 7 0 21 0 0cSH 807 1700 1700 1700 1700Volume to Capacity 0.01 0.51 0.27 0.43 0.43Queue Length 95th (ft) 1 0 0 0 0Control Delay (s) 9.5 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 9.5 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 43.4% ICU Level of Service AAnalysis Period (min) 15 HCM Signalized Intersection Capacity Analysis9: US 7 & Bartlett Bay Rd/Green Mountain Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2019 PM No BuildSynchro 9 ReportVHBPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 78 2 21 46 3 47 38 1135 44 43 1277 39Future Volume (vph) 78 2 21 46 3 47 38 1135 44 43 1277 39Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.86 0.93 1.00 0.99 1.00 1.00Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1606 1699 1770 3519 1770 3524Flt Permitted 0.67 1.00 0.83 0.95 1.00 0.95 1.00Satd. Flow (perm) 1256 1606 1452 1770 3519 1770 3524Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 85 2 23 50 3 51 41 1234 48 47 1388 42RTOR Reduction (vph) 0 20 0 0 38 0 0 2 0 0 1 0Lane Group Flow (vph) 85 5 0 0 66 0 41 1280 0 47 1429 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 12.8 12.8 12.8 4.2 70.5 5.7 72.0Effective Green, g (s) 12.8 12.8 12.8 4.2 70.5 5.7 72.0Actuated g/C Ratio 0.12 0.12 0.12 0.04 0.66 0.05 0.67Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 150 192 173 69 2318 94 2371v/s Ratio Prot 0.00 0.02 0.36 c0.03 c0.41v/s Ratio Perm c0.07 0.05v/c Ratio 0.57 0.02 0.38 0.59 0.55 0.50 0.60Uniform Delay, d1 44.5 41.6 43.5 50.6 9.8 49.3 9.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.9 0.0 0.5 8.8 1.0 1.5 1.1Delay (s) 47.4 41.6 44.0 59.4 10.7 50.8 10.8Level of Service D D D E B D BApproach Delay (s) 46.1 44.0 12.2 12.0Approach LOS D D B BIntersection SummaryHCM 2000 Control Delay 14.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.60Actuated Cycle Length (s) 107.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 58.8% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group HCM Signalized Intersection Capacity Analysis5: US 7 & Drivway/Harbor View Rd02/04/20191680 Shelburne Rd TIS 01/30/2019 2024 AM No BuildSynchro 9 ReportVHBPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 2 1 3 20 1 44 4 1154 17 44 1115 4Future Volume (vph) 2 1 3 20 1 44 4 1154 17 44 1115 4Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95Frt 0.93 0.91 1.00 1.00 1.00 1.00Flt Protected 0.98 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 1709 1667 1770 3532 1770 3537Flt Permitted 0.86 0.89 0.95 1.00 0.95 1.00Satd. Flow (perm) 1496 1513 1770 3532 1770 3537Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 2 1 3 22 1 48 4 1254 18 48 1212 4RTOR Reduction (vph) 0 3 0 0 44 0 0 1 0 0 0 0Lane Group Flow (vph) 0 3 0 0 27 0 4 1271 0 48 1216 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 6.1 6.1 1.0 41.8 4.1 44.9Effective Green, g (s) 6.1 6.1 1.0 41.8 4.1 44.9Actuated g/C Ratio 0.09 0.09 0.01 0.60 0.06 0.64Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 130 131 25 2109 103 2268v/s Ratio Prot0.00 c0.36 c0.03 c0.34v/s Ratio Perm 0.00 c0.02v/c Ratio 0.03 0.21 0.16 0.60 0.47 0.54Uniform Delay, d1 29.2 29.7 34.1 8.9 31.9 6.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.3 1.1 1.3 1.2 0.9Delay (s) 29.3 30.0 35.2 10.2 33.1 7.8Level of Service C C D B C AApproach Delay (s) 29.3 30.0 10.2 8.7Approach LOS C C B AIntersection SummaryHCM 2000 Control Delay 10.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.55Actuated Cycle Length (s) 70.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 51.5% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis8: US 7 & Access Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2024 AM No BuildSynchro 9 ReportVHBPage 2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 17 1204 4 0 1200Future Volume (Veh/h) 0 17 1204 4 0 1200Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 18 1309 4 0 1304PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 944 579pX, platoon unblocked 0.87 0.76 0.76vC, conflicting volume 1963 656 1313vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 678 0 789tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 98 100cM capacity (veh/h) 337 827 631Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 18 873 440 652 652Volume Left 0 0 0 0 0Volume Right 18 0 4 0 0cSH 827 1700 1700 1700 1700Volume to Capacity 0.02 0.51 0.26 0.38 0.38Queue Length 95th (ft) 2 0 0 0 0Control Delay (s) 9.4 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 9.4 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.1Intersection Capacity Utilization 43.4% ICU Level of Service AAnalysis Period (min) 15 HCM Signalized Intersection Capacity Analysis9: US 7 & Bartlett Bay Rd/Green Mountain Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2024 AM No BuildSynchro 9 ReportVHBPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 51 4 24 23 3 40 37 1173 20 23 1163 55Future Volume (vph) 51 4 24 23 3 40 37 1173 20 23 1163 55Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.87 0.92 1.00 1.00 1.00 0.99Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1621 1681 1770 3530 1770 3515Flt Permitted 0.85 1.00 0.87 0.95 1.00 0.95 1.00Satd. Flow (perm) 1580 1621 1490 1770 3530 1770 3515Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 55 4 26 25 3 43 40 1275 22 25 1264 60RTOR Reduction (vph) 0 23 0 0 38 0 0 1 0 0 3 0Lane Group Flow (vph) 55 7 0 0 33 0 40 1296 0 25 1321 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 9.5 9.5 9.5 3.6 57.5 2.0 55.9Effective Green, g (s) 9.5 9.5 9.5 3.6 57.5 2.0 55.9Actuated g/C Ratio 0.11 0.11 0.11 0.04 0.66 0.02 0.64Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 172 177 162 73 2333 40 2258v/s Ratio Prot 0.00 c0.02 0.37 0.01 c0.38v/s Ratio Perm c0.03 0.02v/c Ratio 0.32 0.04 0.20 0.55 0.56 0.62 0.59Uniform Delay, d1 35.8 34.7 35.3 40.9 7.9 42.1 8.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 0.0 0.2 4.4 1.0 19.9 1.1Delay (s) 36.2 34.7 35.5 45.3 8.9 62.0 10.0Level of Service D C D D A E BApproach Delay (s) 35.6 35.5 10.0 11.0Approach LOS D D A BIntersection SummaryHCM 2000 Control Delay 11.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.55Actuated Cycle Length (s) 87.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 54.5% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group HCM Signalized Intersection Capacity Analysis5: US 7 & Drivway/Harbor View Rd02/04/20191680 Shelburne Rd TIS 01/30/2019 2024 PM No BuildSynchro 9 ReportVHBPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 4 1 2 21 1 37 0 1164 16 45 1413 5Future Volume (vph) 4 1 2 21 1 37 0 1164 16 45 1413 5Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 0.95 1.00 0.95Frt 0.96 0.92 1.00 1.00 1.00Flt Protected 0.97 0.98 1.00 0.95 1.00Satd. Flow (prot) 1741 1675 3532 1770 3537Flt Permitted 0.79 0.88 1.00 0.95 1.00Satd. Flow (perm) 1410 1498 3532 1770 3537Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 4 1 2 23 1 40 0 1265 17 49 1536 5RTOR Reduction (vph) 0 2 0 0 37 0 0 1 0 0 0 0Lane Group Flow (vph) 0 5 0 0 27 0 0 1281 0 49 1541 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 6.4 6.4 51.2 4.4 61.6Effective Green, g (s) 6.4 6.4 51.2 4.4 61.6Actuated g/C Ratio 0.08 0.08 0.64 0.06 0.77Clearance Time (s) 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 112 119 2260 97 2723v/s Ratio Prot0.36 0.03 c0.44v/s Ratio Perm 0.00 c0.02v/c Ratio 0.05 0.23 0.57 0.51 0.57Uniform Delay, d1 34.0 34.5 8.1 36.7 3.7Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.4 1.0 1.5 0.9Delay (s) 34.0 34.8 9.2 38.2 4.6Level of Service C C A D AApproach Delay (s) 34.0 34.8 9.2 5.6Approach LOS C C A AIntersection SummaryHCM 2000 Control Delay 7.9 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 53.4% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group HCM Unsignalized Intersection Capacity Analysis8: US 7 & Access Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2024 PM No BuildSynchro 9 ReportVHBPage 2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 6 1210 19 0 1360Future Volume (Veh/h) 0 6 1210 19 0 1360Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 7 1315 21 0 1478PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 944 579pX, platoon unblocked 0.86 0.78 0.78vC, conflicting volume 2064 668 1336vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 795 26 878tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 99 100cM capacity (veh/h) 281 818 600Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 7 877 459 739 739Volume Left 0 0 0 0 0Volume Right 7 0 21 0 0cSH 818 1700 1700 1700 1700Volume to Capacity 0.01 0.52 0.27 0.43 0.43Queue Length 95th (ft) 1 0 0 0 0Control Delay (s) 9.4 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 9.4 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 44.1% ICU Level of Service AAnalysis Period (min) 15 HCM Signalized Intersection Capacity Analysis9: US 7 & Bartlett Bay Rd/Green Mountain Drive02/04/20191680 Shelburne Rd TIS 01/30/2019 2024 PM No BuildSynchro 9 ReportVHBPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 80 2 21 47 3 48 39 1158 45 44 1303 40Future Volume (vph) 80 2 21 47 3 48 39 1158 45 44 1303 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.86 0.93 1.00 0.99 1.00 1.00Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1606 1699 1770 3519 1770 3524Flt Permitted 0.67 1.00 0.83 0.95 1.00 0.95 1.00Satd. Flow (perm) 1248 1606 1451 1770 3519 1770 3524Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 87 2 23 51 3 52 42 1259 49 48 1416 43RTOR Reduction (vph) 0 20 0 0 38 0 0 2 0 0 1 0Lane Group Flow (vph) 87 5 0 0 68 0 42 1306 0 48 1458 0Turn Type Perm NA Perm NA Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8Actuated Green, G (s) 12.9 12.9 12.9 4.2 70.4 5.7 71.9Effective Green, g (s) 12.9 12.9 12.9 4.2 70.4 5.7 71.9Actuated g/C Ratio 0.12 0.12 0.12 0.04 0.66 0.05 0.67Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5Lane Grp Cap (vph) 150 193 174 69 2315 94 2367v/s Ratio Prot 0.00 0.02 0.37 c0.03 c0.41v/s Ratio Perm c0.07 0.05v/c Ratio 0.58 0.02 0.39 0.61 0.56 0.51 0.62Uniform Delay, d1 44.5 41.5 43.4 50.6 10.0 49.3 9.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.4 0.0 0.5 10.0 1.0 1.9 1.2Delay (s) 47.8 41.5 44.0 60.6 11.0 51.2 11.0Level of Service D D D E B D BApproach Delay (s) 46.4 44.0 12.5 12.3Approach LOS D D B BIntersection SummaryHCM 2000 Control Delay 14.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 107.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 59.7% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 AM Build Synchro 9 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 2 1 3 20 1 43 4 1132 16 1 43 1095 Future Volume (vph) 2 1 3 20 1 43 4 1132 16 1 43 1095 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.93 0.91 1.00 1.00 1.00 1.00 Flt Protected 0.98 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1709 1668 1770 3532 1770 3537 Flt Permitted 0.86 0.89 0.95 1.00 0.23 1.00 Satd. Flow (perm) 1497 1512 1770 3532 436 3537 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 1 3 22 1 47 4 1230 17 1 47 1190 RTOR Reduction (vph) 0 3 0 0 43 0 0 1 0 0 0 0 Lane Group Flow (vph) 0 3 0 0 27 0 4 1246 0 0 48 1194 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 6.1 6.1 1.0 28.8 17.1 44.9 Effective Green, g (s) 6.1 6.1 1.0 28.8 17.1 44.9 Actuated g/C Ratio 0.09 0.09 0.01 0.41 0.24 0.64 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 130 131 25 1453 106 2268 v/s Ratio Prot 0.00 c0.35 c0.34 v/s Ratio Perm 0.00 c0.02 c0.11 v/c Ratio 0.03 0.21 0.16 0.86 0.45 0.53 Uniform Delay, d1 29.2 29.7 34.1 18.7 22.5 6.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.3 1.1 6.7 1.1 0.9 Delay (s) 29.3 30.0 35.2 25.5 23.6 7.7 Level of Service C C D C C A Approach Delay (s) 29.3 30.0 25.5 8.3 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 AM Build Synchro 9 Report VHB Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 4 Future Volume (vph) 4 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 4 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 AM Build Synchro 9 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 50 4 24 23 3 39 2 36 1152 20 23 1141 Future Volume (vph) 50 4 24 23 3 39 2 36 1152 20 23 1141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 0.92 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1621 1682 1770 3530 1770 3515 Flt Permitted 0.85 1.00 0.87 0.18 1.00 0.95 1.00 Satd. Flow (perm) 1588 1621 1489 343 3530 1770 3515 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 54 4 26 25 3 42 2 39 1252 22 25 1240 RTOR Reduction (vph) 0 23 0 0 37 0 0 0 1 0 0 4 Lane Group Flow (vph) 54 7 0 0 33 0 0 41 1273 0 25 1295 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 9.5 9.5 9.5 21.7 57.5 2.0 37.8 Effective Green, g (s) 9.5 9.5 9.5 21.7 57.5 2.0 37.8 Actuated g/C Ratio 0.11 0.11 0.11 0.25 0.66 0.02 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 173 177 162 85 2333 40 1527 v/s Ratio Prot 0.00 c0.36 0.01 c0.37 v/s Ratio Perm c0.03 0.02 c0.12 v/c Ratio 0.31 0.04 0.20 0.48 0.55 0.62 0.85 Uniform Delay, d1 35.7 34.7 35.3 27.9 7.8 42.1 22.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.0 0.2 1.6 0.9 19.9 6.0 Delay (s) 36.1 34.7 35.5 29.4 8.7 62.0 28.1 Level of Service D C D C A E C Approach Delay (s) 35.6 35.5 9.4 28.7 Approach LOS D D A C Intersection Summary HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 87.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 AM Build Synchro 9 Report VHB Page 4 Movement SBR Lane Configurations Traffic Volume (vph) 54 Future Volume (vph) 54 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 59 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Unsignalized Intersection Capacity Analysis 8: US 7 & Access Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 AM Build Synchro 9 Report VHB Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 21 1180 7 0 1178 Future Volume (Veh/h) 0 21 1180 7 0 1178 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 23 1283 8 0 1280 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 944 579 pX, platoon unblocked 0.83 0.66 0.66 vC, conflicting volume 1927 646 1291 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 422 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 100 cM capacity (veh/h) 849 719 751 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 23 855 436 640 640 Volume Left 0 0 0 0 0 Volume Right 23 0 8 0 0 cSH 719 1700 1700 1700 1700 Volume to Capacity 0.03 0.50 0.26 0.38 0.38 Queue Length 95th (ft) 2 0 0 0 0 Control Delay (s) 10.2 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.2 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 PM Build Synchro 9 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 4 1 2 21 1 36 0 1145 15 4 44 1389 Future Volume (vph) 4 1 2 21 1 36 0 1145 15 4 44 1389 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 Frt 0.96 0.92 1.00 1.00 1.00 Flt Protected 0.97 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1741 1676 3532 1770 3537 Flt Permitted 0.79 0.88 1.00 0.20 1.00 Satd. Flow (perm) 1411 1497 3532 376 3537 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 1 2 23 1 39 0 1245 16 4 48 1510 RTOR Reduction (vph) 0 2 0 0 36 0 0 1 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 27 0 0 1260 0 0 52 1515 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 6.4 6.4 35.8 19.8 61.6 Effective Green, g (s) 6.4 6.4 35.8 19.8 61.6 Actuated g/C Ratio 0.08 0.08 0.45 0.25 0.77 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 112 119 1580 93 2723 v/s Ratio Prot c0.36 c0.43 v/s Ratio Perm 0.00 c0.02 0.14 v/c Ratio 0.05 0.23 0.80 0.56 0.56 Uniform Delay, d1 34.0 34.5 19.0 26.3 3.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.4 4.3 4.1 0.8 Delay (s) 34.0 34.8 23.3 30.4 4.5 Level of Service C C C C A Approach Delay (s) 34.0 34.8 23.3 5.4 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 13.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 PM Build Synchro 9 Report VHB Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 5 Future Volume (vph) 5 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 5 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 PM Build Synchro 9 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 78 2 21 46 3 47 4 38 1139 44 43 1281 Future Volume (vph) 78 2 21 46 3 47 4 38 1139 44 43 1281 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.86 0.93 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1606 1699 1770 3519 1770 3524 Flt Permitted 0.67 1.00 0.83 0.20 1.00 0.95 1.00 Satd. Flow (perm) 1256 1606 1452 369 3519 1770 3524 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 85 2 23 50 3 51 4 41 1238 48 47 1392 RTOR Reduction (vph) 0 20 0 0 38 0 0 0 2 0 0 2 Lane Group Flow (vph) 85 5 0 0 66 0 0 45 1284 0 47 1432 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 12.8 12.8 12.8 20.2 70.5 5.7 56.0 Effective Green, g (s) 12.8 12.8 12.8 20.2 70.5 5.7 56.0 Actuated g/C Ratio 0.12 0.12 0.12 0.19 0.66 0.05 0.52 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 150 192 173 69 2318 94 1844 v/s Ratio Prot 0.00 0.36 0.03 c0.41 v/s Ratio Perm c0.07 0.05 c0.12 v/c Ratio 0.57 0.02 0.38 0.65 0.55 0.50 0.78 Uniform Delay, d1 44.5 41.6 43.5 40.2 9.8 49.3 20.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 0.0 0.5 15.6 1.0 1.5 3.3 Delay (s) 47.4 41.6 44.0 55.7 10.8 50.8 23.8 Level of Service D D D E B D C Approach Delay (s) 46.1 44.0 12.3 24.6 Approach LOS D D B C Intersection Summary HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 107.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 PM Build Synchro 9 Report VHB Page 4 Movement SBR Lane Configurations Traffic Volume (vph) 39 Future Volume (vph) 39 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 42 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Unsignalized Intersection Capacity Analysis 8: US 7 & Access Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2019 PM Build Synchro 9 Report VHB Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 19 1182 32 0 1374 Future Volume (Veh/h) 0 19 1182 32 0 1374 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 21 1285 35 0 1493 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 944 579 pX, platoon unblocked 0.82 0.68 0.68 vC, conflicting volume 2049 660 1320 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 79 0 520 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 100 cM capacity (veh/h) 752 735 706 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 21 857 463 746 746 Volume Left 0 0 0 0 0 Volume Right 21 0 35 0 0 cSH 735 1700 1700 1700 1700 Volume to Capacity 0.03 0.50 0.27 0.44 0.44 Queue Length 95th (ft) 2 0 0 0 0 Control Delay (s) 10.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.0 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 AM Build Synchro 9 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 2 1 3 20 1 44 4 1155 17 1 44 1117 Future Volume (vph) 2 1 3 20 1 44 4 1155 17 1 44 1117 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.93 0.91 1.00 1.00 1.00 1.00 Flt Protected 0.98 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1709 1667 1770 3532 1770 3537 Flt Permitted 0.86 0.89 0.95 1.00 0.23 1.00 Satd. Flow (perm) 1496 1513 1770 3532 436 3537 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 1 3 22 1 48 4 1255 18 1 48 1214 RTOR Reduction (vph) 0 3 0 0 44 0 0 1 0 0 0 0 Lane Group Flow (vph) 0 3 0 0 27 0 4 1272 0 0 49 1218 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 6.1 6.1 1.0 28.8 17.1 44.9 Effective Green, g (s) 6.1 6.1 1.0 28.8 17.1 44.9 Actuated g/C Ratio 0.09 0.09 0.01 0.41 0.24 0.64 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 130 131 25 1453 106 2268 v/s Ratio Prot 0.00 c0.36 c0.34 v/s Ratio Perm 0.00 c0.02 c0.11 v/c Ratio 0.03 0.21 0.16 0.88 0.46 0.54 Uniform Delay, d1 29.2 29.7 34.1 18.9 22.5 6.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.3 1.1 7.7 1.2 0.9 Delay (s) 29.3 30.0 35.2 26.6 23.7 7.8 Level of Service C C D C C A Approach Delay (s) 29.3 30.0 26.6 8.4 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 17.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 AM Build Synchro 9 Report VHB Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 4 Future Volume (vph) 4 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 4 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 AM Build Synchro 9 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 4 24 23 3 40 2 37 1175 20 23 1164 Future Volume (vph) 51 4 24 23 3 40 2 37 1175 20 23 1164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.87 0.92 1.00 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1621 1681 1770 3530 1770 3515 Flt Permitted 0.85 1.00 0.87 0.18 1.00 0.95 1.00 Satd. Flow (perm) 1580 1621 1490 343 3530 1770 3515 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 55 4 26 25 3 43 2 40 1277 22 25 1265 RTOR Reduction (vph) 0 23 0 0 38 0 0 0 1 0 0 4 Lane Group Flow (vph) 55 7 0 0 33 0 0 42 1298 0 25 1321 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 9.5 9.5 9.5 21.7 57.5 2.0 37.8 Effective Green, g (s) 9.5 9.5 9.5 21.7 57.5 2.0 37.8 Actuated g/C Ratio 0.11 0.11 0.11 0.25 0.66 0.02 0.43 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 172 177 162 85 2333 40 1527 v/s Ratio Prot 0.00 c0.37 0.01 c0.38 v/s Ratio Perm c0.03 0.02 c0.12 v/c Ratio 0.32 0.04 0.20 0.49 0.56 0.62 0.87 Uniform Delay, d1 35.8 34.7 35.3 28.0 7.9 42.1 22.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.0 0.2 1.6 1.0 19.9 6.8 Delay (s) 36.2 34.7 35.5 29.6 8.9 62.0 29.1 Level of Service D C D C A E C Approach Delay (s) 35.6 35.5 9.5 29.7 Approach LOS D D A C Intersection Summary HCM 2000 Control Delay 20.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 87.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 AM Build Synchro 9 Report VHB Page 4 Movement SBR Lane Configurations Traffic Volume (vph) 55 Future Volume (vph) 55 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 60 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Unsignalized Intersection Capacity Analysis 8: US 7 & Access Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 AM Build Synchro 9 Report VHB Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 21 1203 7 0 1208 Future Volume (Veh/h) 0 21 1203 7 0 1208 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 23 1308 8 0 1313 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 944 579 pX, platoon unblocked 0.82 0.66 0.66 vC, conflicting volume 1968 658 1316 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 440 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 100 cM capacity (veh/h) 842 713 734 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 23 872 444 656 656 Volume Left 0 0 0 0 0 Volume Right 23 0 8 0 0 cSH 713 1700 1700 1700 1700 Volume to Capacity 0.03 0.51 0.26 0.39 0.39 Queue Length 95th (ft) 2 0 0 0 0 Control Delay (s) 10.2 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.2 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period (min) 15 HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 PM Build Synchro 9 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 4 1 2 21 1 37 0 1168 16 4 45 1417 Future Volume (vph) 4 1 2 21 1 37 0 1168 16 4 45 1417 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 Frt 0.96 0.92 1.00 1.00 1.00 Flt Protected 0.97 0.98 1.00 0.95 1.00 Satd. Flow (prot) 1741 1675 3532 1770 3537 Flt Permitted 0.79 0.88 1.00 0.20 1.00 Satd. Flow (perm) 1410 1498 3532 376 3537 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 1 2 23 1 40 0 1270 17 4 49 1540 RTOR Reduction (vph) 0 2 0 0 37 0 0 1 0 0 0 0 Lane Group Flow (vph) 0 5 0 0 27 0 0 1286 0 0 53 1545 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 6.4 6.4 35.8 19.8 61.6 Effective Green, g (s) 6.4 6.4 35.8 19.8 61.6 Actuated g/C Ratio 0.08 0.08 0.45 0.25 0.77 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 112 119 1580 93 2723 v/s Ratio Prot c0.36 c0.44 v/s Ratio Perm 0.00 c0.02 0.14 v/c Ratio 0.05 0.23 0.81 0.57 0.57 Uniform Delay, d1 34.0 34.5 19.2 26.4 3.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.4 4.7 4.7 0.9 Delay (s) 34.0 34.8 23.9 31.1 4.6 Level of Service C C C C A Approach Delay (s) 34.0 34.8 23.9 5.5 Approach LOS C C C A Intersection Summary HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: US 7 & Drivway/Harbor View Rd 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 PM Build Synchro 9 Report VHB Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 5 Future Volume (vph) 5 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 5 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 PM Build Synchro 9 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 80 2 21 47 3 48 4 39 1162 45 44 1307 Future Volume (vph) 80 2 21 47 3 48 4 39 1162 45 44 1307 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.86 0.93 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1606 1699 1770 3519 1770 3524 Flt Permitted 0.67 1.00 0.83 0.20 1.00 0.95 1.00 Satd. Flow (perm) 1248 1606 1451 371 3519 1770 3524 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 87 2 23 51 3 52 4 42 1263 49 48 1421 RTOR Reduction (vph) 0 20 0 0 38 0 0 0 2 0 0 2 Lane Group Flow (vph) 87 5 0 0 68 0 0 46 1310 0 48 1462 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Actuated Green, G (s) 12.9 12.9 12.9 20.1 70.4 5.7 56.0 Effective Green, g (s) 12.9 12.9 12.9 20.1 70.4 5.7 56.0 Actuated g/C Ratio 0.12 0.12 0.12 0.19 0.66 0.05 0.52 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Lane Grp Cap (vph) 150 193 174 69 2315 94 1844 v/s Ratio Prot 0.00 0.37 0.03 c0.41 v/s Ratio Perm c0.07 0.05 c0.12 v/c Ratio 0.58 0.02 0.39 0.67 0.57 0.51 0.79 Uniform Delay, d1 44.5 41.5 43.4 40.3 10.0 49.3 20.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 0.0 0.5 17.2 1.0 1.9 3.6 Delay (s) 47.8 41.5 44.0 57.6 11.0 51.2 24.4 Level of Service D D D E B D C Approach Delay (s) 46.4 44.0 12.6 25.2 Approach LOS D D B C Intersection Summary HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 107.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: US 7 & Bartlett Bay Rd/Green Mountain Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 PM Build Synchro 9 Report VHB Page 4 Movement SBR Lane Configurations Traffic Volume (vph) 40 Future Volume (vph) 40 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 43 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Unsignalized Intersection Capacity Analysis 8: US 7 & Access Drive 02/08/2019 1680 Shelburne Rd TIS 01/30/2019 2024 PM Build Synchro 9 Report VHB Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 19 1205 32 0 1379 Future Volume (Veh/h) 0 19 1205 32 0 1379 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 21 1310 35 0 1499 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 944 579 pX, platoon unblocked 0.82 0.67 0.67 vC, conflicting volume 2077 672 1345 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 23 0 514 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 100 cM capacity (veh/h) 807 722 698 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 21 873 472 750 750 Volume Left 0 0 0 0 0 Volume Right 21 0 35 0 0 cSH 722 1700 1700 1700 1700 Volume to Capacity 0.03 0.51 0.28 0.44 0.44 Queue Length 95th (ft) 2 0 0 0 0 Control Delay (s) 10.1 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.1 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 \\vhb\gbl\proj\SBurlington\58178.00 1680 Shelb. Rd TIS\docs\memos\1680 Shelburne Rd - Traffic Impact Study.docx TRANSPORTATION IMPACT FEES Computations Project: Shelburne Rd Seacomm Bank Project #: 58178.00 Location: South Burlington, VT Sheet: 1 of 1 Calculated by: CKF Date: 2/1/19 Checked by: JDS Date: 2/8/19 Title: Act 145 Trip Generation & Estimated Fees Calculations Site Trip Generation Proposed Uses Building Use Enter Exit Total 3,500 Bank, Drive-In (912)8 8 16 SF New Trips:8 8 16 Act 145 Impact Fee Summary * Cost per PM peak hour trip Cost per Trip* $2,069 $2,434$1,217 PM Peak Hour $10,710 Banking Facility Size Trip Distribution Calculations Net New Trips 1. Queen City Parkway TOTAL ACT 145 IMPACT FEE: 2. S. Willard Roundabout 4 2 $8,276 Impact Fee