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HomeMy WebLinkAboutVAI response to the VHB Traffic Peer Review letter 03.05.26 - Consultant Review - 0 Prescott Street 3/5/2026 35 New England Business Center Drive V%916 ASSOCiates inc Suite 140 Transportation Engineers & Planners Andover, MA 01810 Ref: 10320 March 5, 2026 Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover 120 Main Street North Andover, MA 01845 Attn: Ms. Jean Enright, Director of Planning Re: Response to Peer Review of Transportation Impact Assessment Proposed Residential Development—0 Prescott Street North Andover, Massachusetts Dear Chair Lis and Members of the Zoning Board of Appeals: Vanasse & Associates, Inc. (VAI) is providing responses to the comments that were raised in the December 26, 2025 memorandum prepared by VHB concerning their review of the October 2025 Transportation Impact Assessment(the "October 2025 TIA")prepared by VAI in support of the proposed multifamily residential development to be located at 0 Prescott Street in North Andover, Massachusetts, and situated within the East Mill area of the former Davis and Furber Machine Shop complex (hereafter referred to as the "Project"). In addition, responses to the comments that were raised by members of the Zoning Board of Appeals (ZBA) at the January 20, 2026 public hearing for the Project have also been provided. Listed below are the comments that were identified by VHB in the subject letter and those offered by the ZBA members of the Zoning Board of Appeals followed by our response on behalf of the Project proponent. Where indicated, a response will be provided by another member of the Project team under separate cover. Transportation Impact Assessment Review Study Area and Study Methodology Comment 1: The study methodology used to prepare the TIA is generally consistent with the guidelines for traffic impact assessment. The TIA estimates that approximately 60 percent of the Project-related traffic trips would be oriented to from the south on High Street. This results in 66 to 70 new trips that will travel along High Street to the south during the peak hours. These trips will travel through the intersection of High Street/Elm Street at Water Street, which was not included in the analysis. VHB recommends that the Applicant include the intersection of High Street/Elm Street at Water Street to the study area. Response: The study area has been expanded to include the intersection of High Street and Elm Street at Water Street. Weekday morning(7:00 to 9:00 AM) and evening(2:00 to 6:00 PM) peak period turning movement counts (TMCs) were conducted at the intersection on January 20,2026. Consistent with the methodology described in the October 2025 TIA, the January traffic counts were adjusted to average-month 60www.rdva.com 6�(978) 474-8800 Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 2of12 conditions by applying a seasonal adjustment factor of 1.04.1 The January 2026 average-month traffic volumes were assumed to be similar to those that occurred at the intersection in 2025 and were incorporated onto the 2025 Existing weekday peak- hour traffic volume figures that were presented in the October 2025 TIA. Figures 3R and 4R depict the weekday morning and evening peak-hour traffic volumes for the expanded study area. 2032 No-Build traffic volumes at the High Street/Elm Street/Water Street intersection were developed consistent with the methodology described in the October 2025 TIA and include traffic volumes associated with the identified specific background development Projects by others and the general background traffic growth rate as identified therein. The 2032 No-Build weekday morning and evening traffic volumes for the expanded study area are depicted on Figures 5R and 6R, respectively. Figure 7R depicts the revised trip distribution pattern for Project-related traffic that includes the High Street/Elm Street/Water Street intersection, with the revised weekday morning and evening peak-hour Project-generated traffic volumes graphically depicted on Figures 8R and 9R. The 2032 Build peak-hour traffic volume conditions at the High Street/Elm Street/Water Street intersection were developed by adding the additional Project-related traffic to 2032 No-Build conditions, with the resulting volumes depicted on Figures IOR and 11R for the weekday morning and evening peak hours, respectively. A traffic operations (motor delay and vehicle queuing) analysis was completed for the High Street/Elm Street/Water Street intersection under 2025 Existing, 2032 No-Build and 2032 Build conditions using the methodology described in the October 2025 TIA. The results of which are shown in Table 10R. Given that the Highway Capacity Manual (HCM) 7" Edition does not allow for an analysis of a three-way stop-controlled intersection, the capacity analysis for the High Street/ Elm Street/Water Street intersection was modeled under all-way (four-way) stop control, with the High Street approach delay and vehicle queuing adjusted in Table IOR to reflect the free-flow condition of the approach. As can be seen in Table 10R, with the addition of Project-related traffic, all movements at the High Street/Elm Street/Water Street intersection are predicted to operate at LOS C or better, with Project-related impacts generally defined as a predicted increase in average motorist delay of up to 1.4 seconds that resulted in an increase in motorist delay of up to one (1)vehicle. iA Seasonal Adjustment Factor of 1.04 was developed based on a review of the MassDOT 2024 Weekday Seasonal Factors for Groups U4-7 for the month of January. G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 3 of 12 Existing Traffic Volumes Comment 2: The data was collected during typical commuter peak periods in April 2025. VHB agrees with the times selected for the traffic data collection, as they line up with the expected peak periods of operation for the Project's uses. Response: No response required. Comment 3: The seasonal adjustmentfactors were reviewed in accordance with MassDOT guidelines and confirmed. VHB concurs that no seasonal adjustment factors should be applied to the traffic volumes. Response: No response required. Comment 4: VHB reviewed the traffic volumes presented in Figures 3 and 4 and the count data provided in the Appendix. VHB also reviewed the traffic volumes presented in a traffic monitoring report]prepared for the Avalon North Andover residential development and notes that the traffic volumes used in the TIA for the intersection of High Street at the East and West Mill driveways are generally consistent with what was presented in the traffic monitoring report. VHB notes that there are discrepancies between the traffic volumes shown on Figure 3 and the traffic count data sheets in the Appendix at the internal intersection of the East Mill Driveway at the west garage driveway. Specifically, Figure 3 shows that there are 9 vehicles per hour turning left into the garage and the count sheets indicate that there are 47 vehicles per hour turning left into the garage. See the diagrams below and on the next page for reference. VHB requests that the Applicant clam this discrepancy. AM Peak Hour Traffic Volun es from Appendix APB Peale H our'Traffic Volumes Roan Figure 3 of TIA w - ,n c y , �� , 11,�L3 r I 11 u Al rnrr4nt rrrh r a p N C r"'" "r Peak Hour Data _� 1 {. linllxn rtfeY 11V., M_ ¢ Ulyv CMY'E,4 T. N i :xaa G:A10320 North Andover,MAALetters\0 Prescott RTC 03.05.26.docx Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 4of12 Response: The peak-hour traffic volumes for the intersections internal to the East Mill complex that are depicted on both Figures 3 and 4 reflect the peak-hour of the adjacent High Street/East Mill/West Mill driveway intersection,also defined as the peak-hour of the adjacent roadway(7:15 to 8:15 AM and 5:00 to 6:00 PM). The traffic volumes that are depicted on the traffic volume networks reflect the conditions that are analyzed for the study area intersection and the corresponding peak periods for which Project-related traffic has been estimated (peak-hour of the adjacent roadway). Pedestrian,Bicycle, and Public Transportation Facilities Comment 5: VHB confirmed the existing pedestrian and transit facilities in the area. VHB notes that pedestrian connectivity is lacking along the East Mill Driveway and between the existing site and the adjacent roadway network. We acknowledge that the Project is proposing a new pedestrian connection between the Project site and High Street that will eliminate this gap in pedestrian connectivity. Response: No response required. Motor Vehicle Crash Data Comment 6: The crash analysis was conducted according to MassDOT's Transportation Impact Assessment Guidelines. VHB also confirmed that there are no Highway Safety Improvement Program (HSIP) locations near the project site. Response: No response required. Comment 7: Since the submission of the TIA, MassDOT closed out their 2022 crash data and is available for use in evaluations. VHB requests that the Applicant include the intersection of High Street/Ebn Street at Water Street and provide updated 2022 crash data for the crash evaluation. Response: Table 4R has been revised to include the High Street/Elm Street at Water Street intersection and the 2022 motor vehicle crash information as available through the Massachusetts Department of Transportation (MassDOT). As can be seen in Table 4R,the study area intersections were shown to continue to have motor vehicle crash rates below the MassDOT statewide and District average crash rates for similar intersections. Over the six-year review period, the High Street/ Elm Street/Water Street intersection was reported to have experienced four (4) motor vehicle crashes. No-Build Traffic Volumes Comment 8: VHB agrees with the methodology used to develop the 2032 No-Build traffic volumes. The three other proposed projects identified in the TIA are located at 1250 Osgood Street, 1701 Osgood Street, and 149 Main Street. VHB notes that there is also a planned project at 1591 Osgood Street that was not identified in the TIA. Based on our review of the expected traffic volumes from that project, the traffic volume increases in the study area G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 5of12 are not expected to be significant. Additional analysis is not required to incorporate the 1591 Osgood Street project. Response: No response required Trip Generation Comment 9: The trip generation estimates in the traffic studies are consistent with standard traffic engineering practice. VHB confirmed that the Trip Generation estimates are correct and reference the latest version of the ITE Trip Generation Manual(12th Edition). Response: No response required Trip Distribution Comment 10: While the usage of JTW data is the appropriate method to develop trip distribution patterns for residents, it is recommended that the driveway traffic counts for the Avalon residential development on the westside ofHigh Street be also used to validate the general directionality of the north-south traffic split used in the TIA. Additionally, as previously stated in Comment 1, the Project will add trips at the intersection of traffic will travel through the intersection of High Street/Elm Street at Water Street. As such, we recommended that this intersection be included in the study area for evaluation. Response: See response to Comment 1. Build Traffic Volumes Comment 11 The methodology used to develop Build conditions traffic volumes is consistent with industry standard. Response: No response required. Shared Parking Analysis Comment 12: VHB conducted a site visit on Tuesday December 16, 2025 and noted that there were 106 parked vehicles within the existing garage and the exterior spaces that are part of the site. It is also our understanding that the existing residential development in the East Mill site uses some of the surface parking spaces on the proposed development Site. To clam the shared parking assumptions, a graphical exhibit should be prepared showing the locations of the existing and proposed parking supply that will be used by the Project, walking routes to those parking areas, walking distances, and the existing uses and their sizes (SE, residential unit count etc) that also share the same parking areas. If there are uses within the study area that have dedicated parking area not available for shared use, such lots should also be highlighted in the exhibit. Location of the 146 on-street parking spaces that will be relied upon by the future residents of the site, and any parking use limitations on those spaces should also be outlined. This graphic will be helpful in understanding the relative proximity of the parking locations to the uses they will serve in the future. G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 6of12 Response: The data collection effort has been completed to verify the number of existing parking spaces within the parking study area,parking regulations and the uses that share parking within the parking study area. The information and the requested parking graphics will be provided in a follow-up to this response letter that will include the parking demand observations once the data has been collected. The recent snow events have precluded the ability to conduct meaningful parking demand observations. Comment 13: While ITE average parking demand data can serve as a useful planning tool, VHB recommends that the Applicant also conduct a parking utilization study for the Mill Complex as well as the on-street parking spaces referred to in the TIA to confirm that the estimated demand assumptions based on national statistics for the various existing uses in the area represent a reasonable baseline of parking demand for the existing uses in the area. The parking utilization counts should capture activity throughout the day to account for the peakparking demands for each individual use within the Mill Complex and compared to both the average and 85`h percentile parking demands calculated using the data in the Parking Generation Manual. Specifically,parking utilization counts should be conducted on an hourly basis between 7:00 AM and 7:00 PM. The parking utilization study should present parking demand for individual parking areas within the Mill Complex and for the on-street parking areas with an accompany graphic to indicate the location of the parking areas, including the on-street parking spaces that were included in the analysis. The response document should also identify the estimated "standalone"average and 85th percentile parking demand for the Project. Response: A discussion of parking utilization and demand for the parking supply within the East and West Mill properties will be provided in a follow-up to this letter. The recent snow events have precluded the ability to conduct meaningful parking demand observations. Comment 14: Given the commercial uses in the area, and the planned reliance on shared parking principles and on-street parking, a discussion of weekend parking demand should also be included in the response. Response: A discussion of weekend parking demand for the East and West Mill properties will be provided in a follow-up to this letter. Sight Distance Evaluation Comment 15: VHB conducted a review of the sight distance evaluation. The evaluation was conducted in a manner consistent with standard engineering practice. Response: No response required. G:A10320 North Andover,MAALetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 7of12 Comment 16: VHB conducted a site visit to review sight distances at the proposed driveway location. We request that a sight distance exhibit be prepared depicting the required and available sight distances for the site driveway that are tabulated in the TIA. Sightlines for both vehicles and pedestrians should be identified on the exhibits. Response: A sight triangle exhibit has been prepared and is included as an attachment. Traffic Operations Analysis Comment 17: VHB's review of the operations analysis indicates that it has been conducted in a manner consistent with standard engineering practice. Response: No response required. Comment 18: VHB requests that the Applicant provide an evaluation of the intersection of High Street/ Ebn Street at Water Street for the Existing, No-Build, and Build conditions to determine if there are any Project has impacts that would require mitigation. Response: As discussed in the responses to Comments 1 and 7,all movements at the High Street/ Elm Street/Water Street intersection are predicted to operate at LOS C or better with the addition of Project-related traffic and the intersection was identified to have a motor vehicle crash rate below both the MassDOT statewide and District average crash rates for similar intersections. As such, no improvements are required at this intersection to accommodate the additional traffic that may be associated with the Project. TIA Recommendations Project Access Recommendations Comment 19: Comments related to the Site Plan are provided in the Parking and Site Plan Transportation Review portion of this peer review comment memorandum. Response: Responses provided under Parking and Site Plan Transportation Review. Off-Site Recommendations Comment 20: VHB agrees with the recommendation to install an RRFB at the existing crosswalk on High Street with pedestrian warning signage at and in advance of the crosswalk. We recommend that the Applicant commit to this improvement and that it be completed in advance of the issuance of a certificate of occupancy for the Project. Response: The Applicant will accept a condition that the recommended improvements be designed and constructed prior to the issuance of a Certificate of Occupancy for the Project subject to receipt of all necessary rights,permits and approvals. G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 8 of 12 Comment 21: In light of the added site traffic at the intersection of High Street/Water Street, the Applicant should review the existing traffic control at the intersection to determine if any improvements/adjustments would be appropriate. Response: As discussed in the responses to Comments 1 and 7,all movements at the High Street/ Elm Street/Water Street intersection are predicted to operate at LOS C or better with the addition of Project-related traffic and the intersection was identified to have a motor vehicle crash rate below both the MassDOT statewide and District average crash rates for similar intersections. As such,it does not appear that adjustments to the traffic control (three-way stop-control) at the intersection are necessary at this time to accommodate Project-related traffic. Transportation Demand Management Comment 22: VHB agrees with the implementation of the TDM measures listed in the TIA. In addition to the measures listed in the TIA, we recommend that the Applicant review membership to the Merrimack Valley Transportation Management Association (TMA) to take advantage of additional TDM measures that they provide. The Merrimack Valley TMA provides services such as annual surveys, last mile shuttle services, and rideshare matching programs. Response: The Applicant or property manager will become a member of the Merrimack Valley TMA. Parking and Site Plan Transportation Review Comment 23: VHB requests that the Applicant provide additional information related to parking operations. The TIA indicates that the proposed parking supply will be used by the Project and by existing uses within the East Mill area. We request the Applicant provide clarification on if there will be dedicated spaces for future residents of the Project vs. unassigned spaces that may be used by anyone that enters the driveway fi^om High Street. A discussion of how the shared parking arrangement will be enforced should also be provided for the record. Response: A discussion on the overall parking strategy for the East Mill and the Project will be provided in a follow-up to this response letter that will accompany the parking inventory and parking demand observations. Comment 24: Given the proximity of the westerly on-site driveway to High Street, consideration should be given to restricting the driveway to exit-only operations to minimize vehicle turning conflicts in proximity to High Street. Response: A review of the predicted vehicle queueing on the East Mill driveway approach to High Street indicates that the vehicle queuing will be relatively minor and will not preclude the ability of motorists to enter the westerly driveway. Further, traffic volumes and the associated vehicle conflicts are also expected to be limited. As such and in order to disperse trips along the driveway,it is recommended that the westly driveway be retained as a two-way drive. G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 9of12 Comment 25: VHB agrees with the other recommendations provided in the TIA related to traffic control for site access, sight distance triangles and snow removal. These recommendations should be reflected in the site plans. Response: The Site Plan has been updated by Civil Design Group, LLC (CDG) to reflect the recommendations from the October 2025 TIA and is attached. Comment 26: VHB recommends that a stop sign, stop line, and a double yellow centerline should be provided along the East Mill driveway approach to High Street, at least past the westerly on-site driveway. Response: The Site Plan has been updated by CDG to include the requested STOP-sign,STOP- line and double-yellow centerline along the East Mill driveway approach to High Street and is attached. Comment 27: Stop signs and stop lines should be installed at all three internal driveways that intersect with the main East Mill driveway. Response: The Site Plan has been updated by CDG to include the requested STOP-signs and STOP-lines at all three internal driveways that intersect with the main East Mill driveway and is attached. Comment 28: The existing driveway apron and sidewalk segment across the East Main driveway along High Street should be reconstructed. Response: The existing driveway apron and sidewalk segment across the East Mill main driveway along High Street will be reconstructed as a part of the Project and is shown on the updated Site Plan prepared by CDG that is attached. Comment 29: The site plan indicates that the Project is required to provide 497 parking spaces to meet the zoning needs for 296 residential units. The TIA indicated that some of the 497 parking spaces will continue to be used by other existing uses within the Mill Complex. As previously mentioned in Comment 12, we recommend that the Applicant conduct a parking utilization study to determine the existing usage within the Mill Complex and within the existing parking garage on the site. Where appropriate, observed demand rates should be used in the shared parking analysis. Response: A discussion of parking utilization and demand for the proposed parking supply within the East and West Mill properties will be provided in a follow-up to this letter. The recent snow events have precluded the ability to conduct meaningful parking demand observations. Comment 30: The TIA noted that the Project will have both exterior and interior bicycle storage and that a total of 20 parking spaces will be equipped with EV capability. VHB requests that the Applicant identify the locations for these features on the site plan. Exterior bicycle racks should be conveniently located near main entrances to each of the buildings. Interior bicycle storage should be for use by residents and be located in a covered and secure storage space. G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 10 of 12 Response: The location of bicycle parking and the EV ready parking spaces is shown on the architectural drawings that are attached. Comment 31: VHB requests that the Applicant prepare vehicle turning templates for the largest emergency vehicle for the Town ofNorth Andover and coordinate with the North Andover Fire Department to ensure adequate emergency/public safety access throughout the site. Response: A vehicle turning analysis for the requested design vehicle has been prepared by CDG and is attached. Comment 32: Describe site operations and policies related to trash/recycling, move-inhnove-out, mail and package deliveries,pick-up/drop-off, TNCs (Uber&Lyft)and snow storage. Specific areas for each activity should be identified on the site plans, where appropriate. Response: Trash/recycling will be deposited by residents in containers within a designated room within the proposed parking garage. The containers will be moved to a collection area outside of the garage by on-site maintenance staff on the scheduled day for pick-up by a contracted waste management company. The containers will then be returned to the trash room. Tennant moves will be coordinated with the on-site property manager, who will provide directions at to the areas within the Project site to stage moving vehicles. Smaller moving vehicles/vans will be directed to use tenant parking. Larger moving vehicles will be staged in the turnaround area that is accessed from the emergency drive to the east of the proposed building. Mail and package deliveries will be made to a delivery station that will be located in the lobby of the residential building. To accommodate mail service and package deliveries, two (2) parking spaces located adjacent to the entrance to the lobby will be designated as short-term (15 minute) parking between 8:00 AM and 4:00 PM on weekdays and Saturday. Transportation network companies (TNCs) will use available parking or the short- term parking spaces located adjacent to the entrance to the lobby. TNC drop- off/pick-up is typically less than 5-minutes and will not be overly disruptive to parking or circulation within the Project site. The snow storage areas are shown on the attached Site Plan prepared by CDG. G:A10320 North Andover,MAALetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 11 of 12 Zoning Board of Appeals Comments Comment: The Applicant should discuss why the intersection of Sutton Street at High Street was not included as apart of the October 2025 TIA. Response: The Project is expected to increase peak-hour traffic volumes along High Street, north of Prescott Street,by up to 23 vehicles, or less than one (1) new vehicle every 2 to 3-minutes during the peak periods. Such increases would not be expected to result in a significant increase in motorist delays or vehicle queuing over No-Build conditions. For context,we note that MassDOT guidance as to the establishment of a study area for a TIA recommends that intersections where a project will add 100 or more vehicles during the roadway peak hour or increase peak-hour traffic volumes by 5 percent or more should be included. The Sutton Street/High Street intersection does not meet these criteria. Comment: The Applicant should conduct a sensitivity analysis to determine impacts to the extent that Project-related traffic volumes are 30 percent higher than those that were assessed in the October 2025 TIA. Response: Table 5A illustrates the traffic volumes that would be attributable to the Project under a condition where the traffic volumes are 30 percent higher than those that were assessed in the October 2025 TIA. Table 5A(30% Sensitivity Analysis) TRIP-GENERATION SUMMARY Vehicle Trips (B=Ax1.3) (A) 30%Increased October Project Trip Time Period/Direction 2025 TIA' Generation Average Weekday Daily: Entering 660 858 Exiting 660 858 Total 1,320 1,716 Weekday Morning Peak-Hour: Entering 27 35 Exiting 90 117 Total 117 152 Weekday Evening Peak-Hour: Entering 70 91 Exiting 40 52 Total 110 143 'See Table 5 of the October 2025 TIA. G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Mr.Michael T. Lis, Chair Zoning Board of Appeals Town of North Andover March 5, 2026 Page 12 of 12 The traffic volumes shown in Column B were distributed to the study area as depicted on Figures 8A and 9A for the weekday morning and evening peak hours, respectively,with the 2032 Build condition weekday morning and evening peak-hour traffic volumes shown on Figures 10A and 11A, respectively. Tables 9A and 10A summarize the results of the capacity analysis for the study area intersections assuming a 30 percent increase in peak-hour traffic volumes associated with the Project. As can be seen in Tables 9A and 10A, and generally consistent with the results presented in the October 2025 TIA, with the addition of Project-related traffic, all movements at the study area intersections are predicted to operate at LOS D or better, with Project-related impacts generally defined as an increase in average motorist delay of less than 10.0 seconds that resulted in an increase in vehicle queuing of up to two (2) vehicles. This represents a predicted increase in average motorist delay of approximately 5.0 seconds and in vehicle queuing of up to one (1) additional vehicle over the conditions that were assessed in the October 2025 TIA. We trust that this information is responsive to the comments that were identified in the December 26, 2025 memorandum prepared by VHB concerning their review of the materials that have been submitted in support of the Project and the comments that were raised by the ZBA at the January 20,2026 public hearing. If you should have any questions or would like to discuss our responses in more detail,please feel free to contact me. Sincerely, V ASSE&ASSOCIATE'S, INC. c._.J• 4� ffrey S. Dirk .E., PTOE,FITE Managing Partner Professional Engineer in CT, MA, ME, NH, RI, and VA JSDJsd Attachments G:A10320 North Andover,MATetters\0 Prescott RTC 03.05.26.docx vi Attachments Revised Site Plan (CDG) and Parking Garage Plan (TAT) Revised and Amended Figures Revised and Amended Tables Turning Movement Count Data Seasonal Adjustment Data Motor Vehicle Crash Data MassDOT Crash Rate Worksheets Sight Triangle Exhibit Capacity Analysis Worksheets Revised Site Plan (CDG) and Parking Garage Plan (TAT) ZONING INFORMATION rnnrrr r eEsmENCE 4 �r�3 ch c nc3ec c r-. 7 ar4 RESIDENCE 4 pIS�RICi e ,.DM eo xE s. o E uFF-ap 1 ue rn-rowD DInRIc1 Ec�M. 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FEMrvry �I RESIDENTIAL E +;• _ t- Ewm wEw svu Eao sEFEw _ - , ry ` - EDRI IMON _� DEVELOPMENT 0 E nIry - '-�._ _ Pwm s M1 E srve _ ldD T NrRc9CVrr siReE1&HIGH1.. MASSACHUSE I'IS = AMIN n IN A SITE PLAN p 4 _ � O EST ESTtat LEVEL 5.5 LEVEL 4.5 FFE.148'-fi" FFE.137'-10" ®The AmhiW..l Taam,Inc. 50 Cammandmta My at AAmimit Hill ChaI-MA 02150 0 617.889.4402 F 617.884.4329 emhi@dumlfeam.can 15 1fi 1fi Consultant Q1fi � Q o PPRWNGSCH®IA.E m #ar FIFE SPACETYPE SPACES 100-T GPRAGELI PII48X18 1 Revn. P548X18VPN 1 1-02/02f2021 EV EV aandard 9XI8 30 rE EV EV aandard WB(B✓ 9EV EV EVEV EV EV 41 105'-10'GARAGELI.5 UP IN UP P549X18 1 EV 2 LEVEL6 EV EV LEVEL4 EV aandard9X18 34 Architect of Record EV FFE.143'-2" EV EV FFE.132'-8" EV aandard N18(E0 4 EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV 111'-2' GARAGEL2 39 OO A5A9X18(PA 1 aandard W8 22 TRASH TRASH aandard W8(Ev, 17 ��PARK IN G LEVEL 5&5.5 PARK IN G LEVEL 4&4.5 50 scuE. ( sO) 116-6 GARPGEL2.5 AD49X18 1 aandard W8 35 aandard WB(BV 4 urawn. ,lz. 40 12'-1T GARAGED Checked. E.B. EST EST .9X18( EV)) 1 Scale: AS NOTED aandard 9x18 22 Key Plan. LEVEL 3.5 LEVEL 2.5 LEVEL I.5 aandard9%18(E1) 17 FFE.127'-2" FFE.116'-6" FFE.105'-10" 40 127-T GPRAGEL3.5 aandard Wx 36 aanderd9x18(EV) 4 40 n 132'-T GPRAGEL4 A549X1 Tm 1 13 aandardW8 21 aanda1dW8(P✓j 18 Pmje,tName: 40 137-10'GPRPGEL4.5 aandam918 3s ZERO PRESCOTT 13 13 m O 13 13 m� 13 aandard 9X18(LE) 4 1fi fi 40 '- 24 0" 1e'-o" 143'-z' GARAGELS North Andover,MA 3 TVP� P. TVP. aandard9x18 22 O o aandard 9XI8(ev) 18 Sheet Name: 40 EV EV B m 148'-T GARAGEL5.5 AEEVVE EV EV Ev Ev Ev aandard 9x18 37 PARKING LAYOUT& Ev Ev Ev Ev 37PARKING SCHEDULE EV EV EV EV E EEO DN _R UP IN UP TOTALPDA 4 ES DN P a EV EV EV O ra° EV RASH TC7TPLSTPN(GN�95X 8 E/r�FD 95 d m LEVEL3 g-0 F 1V- PET PA 8'-0"8'-0"8'-0" LEVEL ( Projec[Number: m EV FFE.121'-10" EV EV P. Tw. FFE.111'-2" EV FFE.100'-fi" 95 TOTALSTPN6�+fm9Xi8 295 25018 MVANEV EV EV TGf� 397 EV EV EV EV EV EV EV EV EV EV V EV EV EV EV EV EV EV Issue Dale fi October 21,2025 z� TRASH TRASH SCALE: s,eernumher. GARAGE ENTRY A 1 .04 ��PARKING LEVEL 3&3.5 ��PARKING LEVEL 2&2.5 ��PARKING LEVEL 1&1.5 0' 25' S0' 100' �J scams �J scams �J scams.NmEI �a Revised and Amended Figures 0 Q 0 1 EEZ Transportation I"act Assessnwnt-East Mill Residential Developtnent-North Andover,Massachusetts 4-9 UN 9640 PRES'011 31� N 14 -,9 133 SITE (DR� ,n 11 125 00Out 6 WEST MILL NORTH DRIVEWAY N_V N Total 17 U �'1 �► �39 EAST MILL GARAGE LO _U s�Z N ay N Wq T =IS °..A �0 ry o B .'1 � .✓ 4 - 8z `��10 8° 5� AVALON P4 EAST NORTH ANDOVER } v S� / j► MILL (SOUTH) o � M� SrRFFr AP W � W z 0 N M O Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N O N T 2 2025 Existing a i Weekday Morning AssocN Peak-Hour Traffic Volumes V L Q (O O N M o Copyright®2026 by VAL All Rights Reserved. d Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts Q 0 4 EEC Vq N �( 34� � PRES��T� 14 r 2 133 SITE 125 ro In 5 Out 57 WEST MILL NORTH DRIVEWAY v N Total 62 1 �► ��38 EAST MILL Z �A')o GARAGE 1 3ti �(► Lo U 1� �9 �o WgTFR ^^^ )per to 1 (� s24 ?o ?� �6 B AVALON a 17� or-11 $� NORTH ANDOVER 50 EAST (SOUTH) 0 20 f► MILL W z 0 N M O Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N N T 2 2025 Existing a i Weekday Evening AssocN Peak-Hour Traffic Volumes V L Q (O O N M o Copyright®2026 by VAL All Rights Reserved. d 0 Q Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts 0 k-,A r ry a^ �20 0. AQ 3 �r� PR�SC " LAQ 133 r�02 l SITE �► 125 In 11 CO Out 6 WEST MILL NORTH DRIVEWAYTotal 17 U 1 �► 9 EAST MILL z GARAGE Y J/Oo U 3 S �0 ''14 z �8 61 ?''� AVALON S EAST NORTH ANDOVER m 5? ^} rr► MILL (SOUTH) m SFFTkpL N � C W M H z O N M O Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N O N T 2032 No-Build a i Weekday Morning AssocN Peak-Hour Traffic Volumes V L Q (O O N M O Copyright®2026 by VAL All Rights Reserved. d 0 e Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts 0 kA SEE r NVN �18 N r 51S A3� v PREs��jj g6� 133 r9 SITE 125 toy In 5 `ta Out 57 NORTH DRIVEWAY d _N Total 62 1/ U �► ��38 EAST MILL z WEST MILL GARAGE Y Z 2 54 N 34� 90 1� o A jFR 'j N� 606 .20 M� 2� 6O i 8 AVALON 128. �2 EAST NORTH ANDOVER co �4 rr► MILL (SOUTH) m Nh m S O C U N � � -6 J 4J H Z 0 N M O Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N N T 2032 No-Build a i Weekday Evening AssocN Peak-Hour Traffic Volumes V L Q (O O N M O Copyright®2026 by VAL All Rights Reserved. d Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts 20% 10% 0 0 to .� N PR�SCp� N 133 r� 125 of WEST MILL .",CV SITE NORTH DRIVEWAY a CD Z i�409 0• W 20% 3p% �, U WATER �/ ' a 'l 10%j '0g1 AVALON 7py„„ EAST NORTH ANDOVER MILL (SOUTH) `� TRFFT L, N Legend: XX Entering Trips z 0 40% (XX) Exiting Trips N O N T Trip Distribution Map aAssociates V L 12 N M O Copyright®2026 by VAL All Rights Reserved. d 0 Q 0 S�EEZ M N 9 Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts PR�SCpS� 133 1 r6 PROJECT 125 In 27 Out (so) WEST M/LL ��" Total 117 NORTH DRIVEWAY _ c� AVALON EAST NORTH ANDOVER r MILL (SOUTH) N � m Legend: 3 g W XX Entering Trips N (XX) Exiting Trips m 0 N - N T Project-Generated a i Weekday Morning AssocN Peak-Hour Traffic Volumes V L Q 12 O N M o Copyright®2026 by VAL All Rights Reserved. d 0 Q 0 Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts W � J S.CREE� J � PREs��jj 133 1 r�4 r(. In 70 ROJEC 125 �-� Out (40) WEST MILL Total 110 NORTH DRIVEWAY m 4 t Z 4.1 C- ?gam AVALON N 74v1 EAST NORTH ANDOVER r MILL (SOUTH) v ry SI1'�FFT L N � C m Legend: W XX Entering Trips N (XX) Exiting Trips m 0 N N T Project-Generated a i Weekday Evening AssocN Peak-Hour Traffic Volumes V L Q (O O N M O Copyright®2026 by VAL All Rights Reserved. d Q 0 Transportation I"act Assessnwnt-East Mill Residential Developtnent-North Andover,Massachusetts 1W N PR�SCp'(S 149� M 133 1 `► L'4 SITE 7 In 38 125 Out 96 WEST MILL NORTH DRIVEWAY c �µo Total 134 U 3 U Y 6� NM V. S � �48 �o U a CV la wq TFR `�i �► o�jo S a ,'61 ?''� AVALON 6 }S EAST NORTH ANDOVER o S� ^} I j► MILL (SOUTH) SFFT N J Z 0 N M O N N T 2032 Build a i Weekday Morning AssocN Peak-Hour Traffic Volumes V L Q 12 O N M o Copyright®2026 by VAL All Rights Reserved. d Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts Q 0 o: 4 EEZ v �18 SSR N 551 r: 43� v PR�SCO Co 133 1 `► L2� r�p4 SITE lN► 125 I 75 Out 97 WEST MILL NORTH DRIVEWAY v h� Total 172 54 s71 �9? 00 o Y 3ti l �(► to U 6 / 3� co�o� s51 E 013 U bV = 1st 0"_o h T eR 'j 1�. sob if. s�o AVALON EAST 8� NORTH ANDOVER 54 m '2z rr► MILL (SOUTH) N o� N sFFr 0 z W 0 N M O Note: Imbalances exist due to numerous curb cuts and side streets that are not shown. N O N T 2032 Build a i Weekday Evening AssocN Peak-Hour Traffic Volumes V L Q (O O N M O Copyright®2026 by VAL All Rights Reserved. d 0 Q 0 S�EEZ w � N �12� �1`L) Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts PR�SCpS� 133 1 r� PROJECT 125 In 35 v� Out (117) WEST M/LL Total 152 NORTH DRIVEWAY a AVALON EAST NORTH ANDOVER SOUTH r MILL } srRFET IL PO N � C W m Legend: 3 g W XX Entering Trips N (XX) Exiting Trips m 0 N O • • � 1 N T Project-Generated a i Weekday Morning AssocN Peak-Hour Traffic Volumes Q (30% Sensitivity Analysis) 12 0 N M o Copyright®2026 by VAL All Rights Reserved. d 0 Q 0 S�EEZ r a .l N 5 Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts PR�SCpS� 133 1 rig l PROJECT 125 O In 91 WEST MILL out (52) NORTH DRIVEWAY M Total 143 641 �(6) AVALON EAST NORTH ANDOVER m r MILL (SOUTH) N � C W m Legend: 3 g W XX Entering Trips N (XX) Exiting Trips m 0 N O • • � 1 N T Project-Generated a i Weekday Morning AssocN Peak-Hour Traffic Volumes Q (30% Sensitivity Analysis) 12 0 N M o Copyright®2026 by VAL All Rights Reserved. d 0 Q 0 Transportation I"act Assessnwnt-East Mill Residential Developtnent-North Andover,Massachusetts 0) L1 133 `► L14 �1p9 SITE l� 125 In 46 Out 123 WEST MILL NORTH DRIVEWAY cM v`�� T0t01 169 '�1 �► �3ss EAST MILL z 34 r83 GARAGEUj o _ N^ S4 S6 oo tp U Wq TFR _o AVALON N Zs`� S EAST ~ NORTH ANDOVER o S? ^} rr► MILL (SOUTH) N C W M H Z O N M O N N T 2032 Build a i Weekday Morning AssocN Peak-Hour Traffic Volumes Q (30% Sensitivity Analysis) 12 0 N M O Copyright®2026 by VAL All Rights Reserved. d 0 Q Transportation I"act Assessnwnt-East Mill Residential Developnwnt-North Andover,Massachusetts 0 r. k_A ^o r18 ,j 14 r,2 N PREs��jj 41 133 �109 SITE t r► In 96 125 Out 109 WEST MILL NORTH DRIVEWAY d^nvrn Total 205 1 �► 5g EAST MILL 51� �98 o GARAGE VJ 6~ fo �yo tiS W = 79�q TFR 2S �'14 �26 2°Z °� � 6 a 60 g� A VALON 12 EAST ti NORTH ANDOVER 54 MILL (SOUTH) cyoim s NFFT #ALL C W POI m � W z 0 N M O N N T 2032 Build a i Weekday Morning AssocN Peak-Hour Traffic Volumes Q (30% Sensitivity Analysis) 12 0 N M o Copyright®2026 by VAL All Rights Reserved. d Revised and Amended Tables Table 4R MOTOR VEHICLE CRASH DATA SUMMARYa Chickering Rd./ High St./ High St./East and Water St./ Prescott St. Prescott St. West Mill Dwys High St./Elm St. Traffic Control Type:e S U U U Year: 2017 4 0 0 0 2018 4 0 0 2 2019 1 1 0 1 2020 0 0 0 0 2021 3 0 0 1 2022 2 0 0 0 Total 14 1 0 4 Average 2.33 0.17 0.00 0.67 Rate` 0.46 0.09 0.00 0.25 MassDOT Crash Rate:d 0.78/0.73 0.57/0.57 0.57/0.57 0.57/0.57 Significant?' No No No No Type: Angle 6 0 0 3 Rear-End 4 0 0 0 Head-On 1 1 0 0 Sideswipe 1 0 0 1 Fixed Object 1 0 0 0 Pedestrian/Bicycle 0 0 0 0 Unknown/Other 1 0 0 0 Total 14 1 0 4 Conditions: Clear 8 1 0 3 Cloudy 3 0 0 1 Rain 3 0 0 0 Snow/Ice 0 0 0 0 Unknown 0 0 0 0 Total 14 1 0 4 Lighting: Daylight 10 1 0 3 Dawn/Dusk 0 0 0 0 Dark(Road Lit) 4 0 0 1 Dark(Road Unlit) 0 0 0 0 Total 14 1 0 4 Day of Week: Monday through Friday 11 1 0 3 Saturday 2 0 0 0 Sunday 1 0 0 1 Total 14 1 0 4 Severity: Property Damage Only 7 1 0 3 Personal Injury 6 0 0 0 Not Reported 1 0 0 1 Fatality 0 0 0 0 Total 14 1 0 4 aSource: MassDOT Safety Management/Traffic Operations Unit records,2017 through 2022. bTraffic Control Type:S=signalized;U=unsignalized. `Crash rate per million vehicles entering the intersection. a Statewide/District crash rate. 'The intersection crash rate is significant if it is found to exceed the MassDOT crash rate for the MassDOT Highway Division District in which the Project is located(District 4). G:A10320 North Andover,MA\Letters\Table 4R.doex Table IOR UNSIGNALIZED INTERSECTION LEVEL-OF-SERVICE AND VEHICLE QUEUE SUMMARY 2025 Existing 2032 No-Build 2032 Build Queued Queue Queue Unsignalized Intersection/Peak Hour/Movement Demand' Delay' LOS` 95d' Demand Delay LOS 95d' Demand Delay LOS 95d' High Street at Prescott Street Weekday Morning: Prescott Street WB LT/RT 107 11.5 B 1 116 12.0 B 1 122 12.8 B 1 High Street NB TH/RT 168 0.0 A 0 181 0.0 A 0 217 0.0 A 0 High Street SB LT/TH 146 1.2 A 0 157 1.3 A 0 162 1.2 A 0 Weekday Evening: Prescott Street WB LT/RT 107 11.5 B 1 117 12.1 B 1 131 13.2 B 1 High Street NB TH/RT 231 0.0 A 0 250 0.0 A 0 266 0.0 A 0 High Street SB LT/TH 133 1.4 A 0 143 1.4 A 0 157 1.3 A 0 High Street at the East and West Mill Driveways Weekday Morning: West Mill Driveway EB LT/TH/RT 95 12.1 B 1 95 12.5 B 1 95 13.2 B 1 East Mill Driveway WB LT/TH/RT 25 12.8 B 1 25 13.3 B 1 115 18.1 C 2 High Street NB LT/TH/RT 179 1.1 A 0 192 1.1 A 0 208 1.0 A 0 High Street SB LT/TH/RT 217 1.0 A 0 234 1.0 A 0 245 1.3 A 0 Weekday Evening: West Mill Driveway EB LT/TH/RT 105 13.7 B 1 105 14.3 B 1 105 15.9 C 2 East Mill Driveway WB LT/TH/RT 107 15.2 C 2 107 16.1 C 2 147 22.2 C 3 High Street NB LT/TH/RT 231 2.3 A 0 250 2.1 A 0 292 1.8 A 0 High Street SB LT/TH/RT 192 0.5 A 0 208 0.4 A 0 236 1.3 A 0 High Street and Ehn Street at Water Street Weekday Morning: Elm Street NB LT/TH/RT 149 9.6 A 1 160 9.9 A 1 171 10.5 B 2 Water Street EB LT/TH/RT 102 9.6 A 1 109 9.9 A 1 114 10.3 B 1 Water Street WB LT/TH/RT 81 8.9 A 1 86 9.1 A 1 86 9.4 A 1 High Street SB LT/TH/RT 235 0.0 A 0 253 0.0 A 0 293 0.0 A 0 Weekday Evening: Elm Street NB LT/TH/RT 174 11.5 B 2 188 12.3 B 2 216 13.7 B 3 Water Street EB LT/TH/RT 188 12.8 B 3 203 14.1 B 3 208 15.5 C 3 Water Street WB LT/TH/RT 91 10.0 A 1 98 10.5 B 1 98 11.0 B 1 High Street SB LT/TH/RT 202 0.0 A 0 218 0.0 A 0 242 0.0 A 0 'Demand in vehicles per hour. 'Average control delay per vehicle(in seconds). `Level-of-Service. dQueue length in vehicles. NB=northbound;SB=southbound;EB=eastbound;WB=westbound;LT=left-turning movements;TH=through movements;RT=right-turning movements. G:A10320 North Andover,MA\Letters\Table 1 OR.doex Table 9A (30%Increase in Project-Generated Traffic) SIGNALIZED INTERSECTION LEVEL-OF-SERVICE AND VEHICLE QUEUE SUMMARY 2025 Existing 2032 No-Build 2032 Build Queued Queue Queue Signalized Intersection/Peak-hour/Movement V/C' Delay' LOS` 50"'/95"' V/C Delay LOS 50"'/95"' V/C Delay LOS 50"'/95"' Chickering Road at Prescott Street Weekday Morning: Prescott Street EB LT/TH/RT 0.51 17.8 B 1/6 0.56 19.8 B 2/7 0.66 22.5 C 2/9 Prescott Street WB LT/TH/RT 0.11 15.4 B 0/2 0.12 16.3 B 1/2 0.12 16.2 B 1/2 Chickering Road NB LT/TH/RT 0.64 12.1 B 3/9 0.69 13.4 B 3/10 0.71 14.0 B 3/10 Chickering Rad SB LT/TH/RT 0.60 11.1 B 3/11 0.63 11.7 B 3/12 0.64 11.9 B 4/12 Overall 12.7 B 13.8 B 14.7 B Weekday Evening: Prescott Street EB LT/TH/RT 0.59 29.8 C 2/5 0.64 32.2 C 2/6 0.69 34.3 C 2/7 Prescott Street WB LT/TH/RT 0.18 24.5 C 1/2 0.20 24.8 C 1/2 0.20 24.6 C 1/2 Chickering Road NB LT/TH/RT 0.75 12.9 B 6/24 0.83 16.4 B 7/27 0.86 18.4 B 7/28 Chickering Rad SB LT/TH/RT 0.42 7.4 A 3/9 0.43 7.6 A 3/9 0.45 7.7 A 3/10 Overall 13.1 B 15.5 B 16.9 B 'Volume-to-capacity ratio. 'Percentile delay per vehicle in seconds. `Level-of-Service. dQueue length in vehicles. NB=northbound;SB=southbound;EB=eastbound;WB=westbound;LT=left-turning movements;TH=through movements;RT=right-turning movements. G:A10320 North Andover,MA\Letters\Tables 9A and 1 OA.doex Table I0A(30%Increase in Project-Generated Traffic) UNSIGNALIZED INTERSECTION LEVEL-OF-SERVICE AND VEHICLE QUEUE SUMMARY 2025 Existing 2032 No-Build 2032 Build Queued Queue Queue Unsignalized Intersection/Peak Hour/Movement Demand' Delay' LOS` 95d' Demand Delay LOS 95d' Demand Delay LOS 95d' High Street at Prescott Street Weekday Morning: Prescott Street WB LT/RT 107 11.5 B 1 116 12.0 B 1 123 13.0 B 1 High Street NB TH/RT 168 0.0 A 0 181 0.0 A 0 228 0.0 A 0 High Street SB LT/TH 146 1.2 A 0 157 1.3 A 0 164 1.2 A 0 Weekday Evening: Prescott Street WB LT/RT 107 11.5 B 1 117 12.1 B 1 136 13.6 B 1 High Street NB TH/RT 231 0.0 A 0 250 0.0 A 0 271 0.0 A 0 High Street SB LT/TH 133 1.4 A 0 143 1.4 A 0 161 1.3 A 0 High Street at the East and West Mill Driveways Weekday Morning: West Mill Driveway EB LT/TH/RT 95 12.1 B 1 95 12.5 B 1 95 13.5 B 1 East Mill Driveway WB LT/TH/RT 25 12.8 B 1 25 13.3 B 1 142 20.9 C 3 High Street NB LT/TH/RT 179 1.1 A 0 192 1.1 A 0 213 1.0 A 0 High Street SB LT/TH/RT 217 1.0 A 0 234 1.0 A 0 248 1.4 A 0 Weekday Evening: West Mill Driveway EB LT/TH/RT 105 13.7 B 1 105 14.3 B 1 105 16.5 D 2 East Mill Driveway WB LT/TH/RT 107 15.2 C 2 107 16.1 C 2 159 25.5 C 4 High Street NB LT/TH/RT 231 2.3 A 0 250 2.1 A 0 304 1.7 A 0 High Street SB LT/TH/RT 192 0.5 A 0 208 0.4 A 0 245 1.6 A 0 High Street and Ehn Street at Water Street Weekday Morning: Water Street EB LT/TH/RT 149 9.6 A 1 160 9.9 A 1 174 10.7 B 2 Water Street WB LT/TH/RT 102 9.6 A 1 109 9.9 A 1 116 10.6 B 1 Elm Street NB LT/TH/RT 81 8.9 A 1 86 9.1 A 1 86 9.6 A 1 High Street SB LT/TH/RT 235 0.0 A 0 253 0.0 A 0 323 0.0 A 0 Weekday Evening: Water Street EB LT/TH/RT 174 11.5 B 2 188 12.3 B 2 224 14.6 B 3 Water Street WB LT/TH/RT 188 12.8 B 3 203 14.1 B 3 221 16.7 C 4 Elm Street NB LT/TH/RT 91 10.0 A 1 98 10.5 B 1 98 11.3 B 1 High Street SB LT/TH/RT 202 0.0 A 0 218 0.0 A 0 249 14.5 A 0 'Demand in vehicles per hour. 'Average control delay per vehicle(in seconds). `Level-of-Service. dQueue length in vehicles. NB=northbound;SB=southbound;EB=eastbound;WB=westbound;LT=left-turning movements;TH=through movements;RT=right-turning movements. G:A10320 North Andover,MA\Letters\Tables 9A and 1 OA.doex Turning Movement Count Data Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 1 Groups Printed-Cars-Trucks High St Water St Elm St Water St From North From East From South From West Start Time Left Thru Ri ht Left Thru Right Left Thru Right Left Thru F Right Int.Total 07:00 AM 1 31 6 1 11 1 0 18 1 17 5 1 93 07:15 AM 3 43 15 1 18 4 1 36 0 16 2 1 140 07:30 AM 1 45 21 1 20 4 3 43 2 21 9 2 172 07:45 AM 1 24 20 1 16 6 0 30 0 19 5 1 123 Total 6 143 62 4 65 15 4 127 3 73 21 5 528 08:00 AM 2 38 13 2 12 4 3 23 3 14 7 1 122 08:15 AM 5 40 13 0 14 3 4 26 2 23 7 1 138 08:30 AM 6 25 10 3 12 4 2 47 3 24 14 4 154 08:45 AM 2 22 20 1 14 5 3 36 3 18 13 5 142 Total 15 125 56 6 52 16 12 132 11 79 41 11 556 Grand Total 21 268 118 10 117 31 16 259 14 152 62 16 1084 Apprch% 5.2 65.8 29 6.3 74.1 19.6 5.5 89.6 4.8 66.1 27 7 Total% 1.9 24.7 10.9 0.9 10.8 2.9 1.5 23.9 1.3 14 5.7 1.5 Cars 21 267 117 10 116 30 16 259 14 151 61 16 1078 %Cars 100 99.6 99.2 100 99.1 96.8 100 100 100 99.3 98.4 100 99.4 Trucks 0 1 1 0 1 1 0 0 0 1 1 0 6 %Trucks 0 0.4 0.8 0 0.9 3.2 0 0 0 0.7 1.6 0 0.6 High St Water St Elm St Water St From North From East From South From West LS:t:a:r:t::Tim::e: Left Thru L Right App.Total Left Thru Ri ht App.Total Left Thru Right App.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 3 43 15 61 1 18 4 23 1 36 0 37 16 2 1 19 140 07:30 AM 1 45 21 67 1 20 4 25 3 43 2 48 21 9 2 32 172 07:45 AM 1 24 20 45 1 16 6 23 0 30 0 30 19 5 1 25 123 08:00 AM 2 38 13 53 2 12 4 18 3 23 3 29 14 7 1 22 122 Total Volume 7 150 69 226 5 66 18 89 7 132 5 144 70 23 5 98 557 %App.Total 3.1 66.4 30.5 5.6 74.2 20.2 4.9 91.7 3.5 71.4 23.5 5.1 PHF .583 .833 .821 .843 .625 .825 .750 .890 .583 .767 .417 .750 .833 .639 .625 .766 .810 Cars 7 150 68 225 5 65 18 88 7 132 5 144 70 23 5 98 555 %Cars 100 100 98.6 99.6 100 98.5 100 98.9 100 100 100 100 100 100 100 100 99.6 Trucks 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 2 %Trucks 0 0 1.4 0.4 0 1.5 0 1.1 0 0 0 0 0 0 0 0 0.4 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :2 High St Out In Total 220 225 �4425 1 220 226 68 150 7 1 0 0 69 150 7 Right Thru Left Peak Hour Data �N N� oN N O � 000 _ W W� North s non Y w o w o M o M Peak Hour Begins at 07:15 A m ~ Cars cn _o N N o s Trucks O� cnocn N N Ol F+ Left Thru Ri ht 7 132 5 0 0 0 7 132 5 304 160 144 304 Out In Total FIrn Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 08:00 AM 08:00 AM +0 mins. 3 43 15 61 1 18 4 23 3 23 3 29 14 7 1 22 +15 mins. 1 45 21 67 1 20 4 25 4 26 2 32 23 7 1 31 +30 mins. 1 24 20 45 1 16 6 23 2 47 3 52 24 14 4 42 +45 mins. 2 38 13 53 2 12 4 18 3 36 3 42 18 13 5 36 Total Volume 7 150 69 226 5 66 18 89 12 132 11 155 79 41 11 131 %App.Total 3.1 66.4 30.5 5.6 74.2 20.2 7.7 85.2 7.1 60.3 31.3 8.4 PHF .583 .833 .821 .843 .625 .825 .750 .890 .750 .702 .917 .745 .823 .732 .550 .780 Cars 7 150 68 225 5 65 18 88 12 132 11 155 78 41 11 130 %Cars 100 100 98.6 99.6 100 98.5 100 98.9 100 100 100 100 98.7 100 100 99.2 Trucks 0 0 1 1 0 1 0 1 0 0 0 0 1 0 0 1 %Trucks 0 0 1.4 0.4 0 1.5 0 1.1 0 0 0 0 1.3 0 0 0.8 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :3 High St In-Peak Hour:07:15 AM 225 1 226 68 150 7 1 0 0 69 150 7 Right Thru Left Peak Hour Data 1p North m o� Lwow Cars Trucks 1 �m > � cn o cn D� F+ Left Thru Ri ht 12 132 11 0 0 0 12 132 11 155 0 155 In-Peak Hour:08:00 AM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :4 Groups Printed-Cars High St Water St Elm St Water St From North From East From South From West [;;;Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int.Total 07:00 AM 1 31 6 1 11 1 0 18 1 17 4 1 92 07:15 AM 3 43 15 1 18 4 1 36 0 16 2 1 140 07:30 AM 1 45 21 1 20 4 3 43 2 21 9 2 172 07:45 AM 1 24 19 1 15 6 0 30 0 19 5 1 121 Total 6 143 61 4 64 15 4 127 3 73 20 5 525 08:00 AM 2 38 13 2 12 4 3 23 3 14 7 1 122 08:15 AM 5 39 13 0 14 2 4 26 2 23 7 1 136 08:30 AM 6 25 10 3 12 4 2 47 3 23 14 4 153 08:45 AM 2 22 20 1 14 5 3 36 3 18 13 5 142 Total 15 124 56 6 52 15 12 132 11 78 41 11 553 Grand Total 21 267 117 10 116 30 16 259 14 151 61 16 1078 Apprch% 5.2 65.9 28.9 6.4 74.4 19.2 5.5 89.6 4.8 66.2 26.8 7 Total% 1.9 24.8 10.9 0.9 10.8 2.8 1.5 24 1.3 14 5.7 1.5 High St Water St Elm St Water St From North From East From South From West L:S�tartT,me Left Thru L Right App.Total Left Thru Ri ht App.Total Left Thru T Right App.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 3 43 15 61 1 18 4 23 1 36 0 37 16 2 1 19 140 07:30 AM 1 45 21 67 1 20 4 25 3 43 2 48 21 9 2 32 172 07:45 AM 1 24 19 44 1 15 6 22 0 30 0 30 19 5 1 25 121 08:00 AM 2 38 13 53 2 12 4 18 3 23 3 29 14 7 1 22 122 Total Volume 7 150 68 225 5 65 18 88 7 132 5 144 70 23 5 98 555 %App.Total 3.1 66.7 30.2 5.7 73.9 20.5 4.9 91.7 3.5 71.4 23.5 5.1 PHF .583 .833 .810 .840 .625 .813 .750 .880 .583 .767 .417 .750 .833 .639 .625 .766 .807 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :5 High St Out In Total 220 225 445 68 150 7 Right Thru Left Peak Hour Data -FU00 N 1001 North °s w Peak Hour Begins at 07:15 A o =off Cars p w F" Left Thru Ri ht 71 132 5 160 144 304 Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 08:00 AM 08:00 AM +0 mins. 3 43 15 61 1 18 4 23 3 23 3 29 14 7 1 22 +15 mins. 1 45 21 67 1 20 4 25 4 26 2 32 23 7 1 31 +30 mins. 1 24 19 44 1 15 6 22 2 47 3 52 23 14 4 41 +45 mins. 2 38 13 53 2 12 4 18 3 36 3 42 18 13 5 36 Total Volume 7 150 68 225 5 65 18 88 12 132 11 155 78 41 11 130 %App.Total 3.1 66.7 30.2 5.7 73.9 20.5 7.7 85.2 7.1 60 31.5 8.5 PHF .583 .833 .810 .840 .625 .813 .750 .880 .750 .702 .917 .745 .848 .732 .550 .793 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :6 High St In-Peak Hour:07:15 AM 225 68 150 7 Right Thru Left Peak Hour Data Q 0 North s U) _� v2 m ov _ �� Cars �� Y w w o c w > F+ Left Thru Ri ht 121 132 11 155 In-Peak Hour:08:00 AM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :7 Groups Printed-Trucks High St Water St Elm St Water St From North From East From South From West [;;;Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int.Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 1 0 1 0 0 0 0 0 0 0 2 Total 0 0 1 0 1 0 0 0 0 0 1 0 3 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 1 0 0 0 1 0 0 0 0 0 0 2 08:30 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 0 1 0 0 0 1 0 0 3 Grand Total 0 1 1 0 1 1 0 0 0 1 1 0 6 Apprch% 0 50 50 0 50 50 0 0 0 50 50 0 Total% 0 16.7 16.7 0 16.7 16.7 0 0 0 16.7 16.7 0 High St Water St Elm St Water St From North From East From South From West L:S�tartT,me Left Thru L Right App.Total Left Thru Ri ht App.Total Left Thru T Right App.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 2 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 1 0 1 0 0 1 1 0 0 0 0 0 0 0 0 2 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Total Volume 0 1 1 2 0 1 1 2 0 0 0 0 1 0 0 1 5 %App.Total 0 50 50 0 50 50 0 0 0 100 0 0 PHF .000 .250 .250 .500 .000 .250 .250 .500 .000 .000 .000 .000 .250 .000 .000 .250 .625 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :8 High St Out In Total 0 0 1 C 0 Right Thru Left Peak Hour Data O North s w c� o=� Peak Hour Begins at 07:45 A �s' 5 m 75 3: ~ N o= Trucks Oo Z F+ Left Thru Ri ht 01 0 0 0 0 0 Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:00 AM 07:00 AM +0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 +15 mins. 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 1 0 1 0 0 1 1 0 0 0 0 0 0 0 0 Total Volume 0 1 1 2 0 1 1 2 0 0 0 0 0 1 0 1 %App.Total 0 50 50 0 50 50 0 0 0 0 100 0 PHF .000 .250 .250 .500 .000 .250 .250 .500 .000 .000 .000 .000 .000 .250 .000 .250 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :9 High St In-Peak Hour:07:30 AM 2 1 11 0 Right Thru Left Peak Hour Data Q pis North s �' =m w ° Trucks �s d s r w _ m o c o > F+ Left Thru Ri ht 01 0 0 0 In-Peak Hour:07:00 AM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 10 Groups Printed-Bikes Peds High St Water St Elm St Water St From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Efhru Riqht Peds Left Thru Right Peds Exclu.Total Inclu.Total Int.Total 07:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 3 0 3 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 07:45 AM 0 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 4 0 4 Total 0 0 0 4 0 0 0 0 0 0 0 3 0 0 0 2 9 0 9 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 5 6 0 6 08:30 AM 0 0 0 3 0 0 0 2 0 0 0 0 0 0 0 2 7 0 7 08:45 AM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 4 6 0 6 Total 0 0 0 5 0 0 0 2 0 0 0 1 0 0 0 11 19 0 19 Grand Total 0 0 0 9 0 0 0 2 0 0 0 4 0 0 0 13 28 0 28 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 Total% 100 0 High St Water St Elm St Water St From North From East From South From West L:S�tartT,me Left Thru LRiqht App.Total Left Thru Right App.Total Left Thru T Right App.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 11 High St Out In Total 0 0 0 OC 0 Right Thru Left Peak Hour Data -FU� � North s 0 o w c o=� Peak Hour Begins ~ o o U) o= Bikes Peds Oo Z F+ Left Thru Ri ht 01 0 0 0 0 0 Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 12 High St In-Peak Hour:07:00 AM 0 0C1 0 Right Thru Left Peak Hour Data Q North s 0 0 0 c Bikes Peds �2 �Y o oo� d s r o _ m o c o > F+ Left Thru Ri ht 01 0 0 0 In-Peak Hour:07:00 AM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 1 Groups Printed-Cars-Trucks High St Water St Elm St Water St From North From East From South From West Start Time Left Thru Ri ht Left Thru Right Left Thru Right Left Thru F Right Int.Total 02:00 PM 3 29 13 1 10 4 0 16 1 15 8 4 104 02:15 PM 4 36 11 1 16 8 2 20 1 9 12 0 120 02:30 PM 6 33 17 6 15 10 4 33 3 30 6 3 166 02:45 PM 2 32 20 3 13 6 7 25 1 19 10 3 141 Total 15 130 61 11 54 28 13 94 6 73 36 10 531 03:00 PM 2 19 20 2 12 2 8 42 3 27 9 3 149 03:15 PM 6 23 14 0 14 5 2 38 1 37 23 10 173 03:30 PM 4 19 20 0 14 8 3 22 2 18 11 5 126 03:45 PM 3 22 18 1 13 4 2 16 2 16 11 3 111 Total 15 83 72 3 53 19 15 118 8 98 54 21 559 04:00 PM 3 26 20 1 10 5 0 22 4 27 9 1 128 04:15 PM 1 29 27 1 7 5 2 23 3 28 10 2 138 04:30 PM 2 28 20 4 9 9 1 35 5 23 8 3 147 04:45 PM 6 33 16 1 13 1 5 32 1 31 12 4 155 Total 12 116 83 7 39 20 8 112 13 109 39 10 568 05:00 PM 4 45 20 3 7 6 2 27 0 23 8 1 146 05:15 PM 4 23 11 2 15 4 3 40 2 29 16 2 151 05:30 PM 4 32 18 1 5 7 1 24 5 19 9 1 126 05:45 PM 3 43 22 3 13 2 3 46 3 23 18 1 180 Total 15 143 71 9 40 19 9 137 10 94 51 5 603 Grand Total 57 472 287 30 186 86 45 461 37 374 180 46 2261 Apprch% 7 57.8 35.2 9.9 61.6 28.5 8.3 84.9 6.8 62.3 30 7.7 Total% 2.5 20.9 12.7 1.3 8.2 3.8 2 20.4 1.6 16.5 8 2 Cars 55 468 287 30 184 86 44 460 37 372 179 46 2248 %Cars 96.5 99.2 100 100 98.9 100 97.8 99.8 100 99.5 99.4 100 99.4 Trucks 2 4 0 0 2 0 1 1 0 2 1 0 13 %Trucks 3.5 0.8 0 0 1.1 0 2.2 0.2 0 0.5 0.6 0 0.6 High St Water St Elm St Water St From North From East From South From West LS:t:a:r:t::Tim::e: Left Thru L Right App.Total Left Thru Right App.Total Left ThruT Right FApp.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 6 33 17 56 6 15 10 31 4 33 3 40 30 6 3 39 166 02:45 PM 2 32 20 54 3 13 6 22 7 25 1 33 19 10 3 32 141 03:00 PM 2 19 20 41 2 12 2 16 8 42 3 53 27 9 3 39 149 03:15 PM 6 23 14 43 0 14 5 19 2 38 1 41 37 23 10 70 173 Total Volume 16 107 71 194 11 54 23 88 21 138 8 167 113 48 19 180 629 %App.Total 8.2 55.2 36.6 12.5 61.4 26.1 12.6 82.6 4.8 62.8 26.7 10.6 PHF .667 .811 .888 .866 .458 .900 .575 .710 .656 .821 .667 .788 .764 .522 .475 .643 .909 Cars 14 105 71 190 11 54 23 88 20 137 8 165 113 47 19 179 622 %Cars 87.5 98.1 100 97.9 100 100 100 100 95.2 99.3 100 98.8 100 97.9 100 99.4 98.9 Trucks 2 2 0 4 0 0 0 0 1 1 0 2 0 1 0 1 7 %Trucks 12.5 1.9 0 2.1 0 0 0 0 4.8 0.7 0 1.2 0 2.1 0 0.6 1.1 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :2 High St Out In Total q 463546814 2 16 Right Thru Left Peak Hour Data -FU6 N N N r oM M I O North sN N --wow rn�o � Peak Hour Begins at 02:30 P � m _ v v �2 cn cn w w m Cars pop wow m wow= Trucks rn wm owe F+ Left Thru Ri ht 20 137 8 1 1 0 21 138 8 300 137 167 1 304 Out In Total FIrn Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 02:15 PM 02:30 PM 02:30 PM +0 mins. 1 29 27 57 1 16 8 25 4 33 3 40 30 6 3 39 +15 mins. 2 28 20 50 6 15 10 31 7 25 1 33 19 10 3 32 +30 mins. 6 33 16 55 3 13 6 22 8 42 3 53 27 9 3 39 +45 mins. 4 45 20 69 2 12 2 16 2 38 1 41 37 23 10 70 Total Volume 13 135 83 231 12 56 26 94 21 138 8 167 113 48 19 180 %App.Total 5.6 58.4 35.9 12.8 59.6 27.7 12.6 82.6 4.8 62.8 26.7 10.6 PHF .542 .750 .769 .837 .500 .875 .650 .758 .656 .821 .667 .788 .764 .522 .475 .643 Cars 13 135 83 231 12 56 26 94 20 137 8 165 113 47 19 179 %Cars 100 100 100 100 100 100 100 100 95.2 99.3 100 98.8 100 97.9 100 99.4 Trucks 0 0 0 0 0 0 0 0 1 1 0 2 0 1 0 1 %Trucks 0 0 0 0 0 0 0 0 4.8 0.7 0 1.2 0 2.1 0 0.6 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :3 High St In-Peak Hour:04:15 PM 231 0 231 83 135 13 0 0 0 83 135 13 Right Thru Left Peak Hour Data d Mori * � North — o �rnorn Cars o m _ Trucks W 0101 c N O N F+ Left Thru Ri ht 20 137 8 1 1 0 21 138 8 165 2 167 In-Peak Hour:02:30 PM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :4 Groups Printed-Cars High St Water St Elm St Water St From North From East From South From West [;;;Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int.Total 02:00 PM 3 29 13 1 10 4 0 16 1 15 8 4 104 02:15 PM 4 36 11 1 16 8 2 20 1 8 12 0 119 02:30 PM 4 33 17 6 15 10 4 32 3 30 6 3 163 02:45 PM 2 30 20 3 13 6 7 25 1 19 10 3 139 Total 13 128 61 11 54 28 13 93 6 72 36 10 525 03:00 PM 2 19 20 2 12 2 7 42 3 27 9 3 148 03:15 PM 6 23 14 0 14 5 2 38 1 37 22 10 172 03:30 PM 4 19 20 0 13 8 3 22 2 18 11 5 125 03:45 PM 3 21 18 1 13 4 2 16 2 16 11 3 110 Total 15 82 72 3 52 19 14 118 8 98 53 21 555 04:00 PM 3 26 20 1 10 5 0 22 4 27 9 1 128 04:15 PM 1 29 27 1 7 5 2 23 3 28 10 2 138 04:30 PM 2 28 20 4 9 9 1 35 5 23 8 3 147 04:45 PM 6 33 16 1 13 1 5 32 1 31 12 4 155 Total 12 116 83 7 39 20 8 112 13 109 39 10 568 05:00 PM 4 45 20 3 7 6 2 27 0 23 8 1 146 05:15 PM 4 23 11 2 14 4 3 40 2 28 16 2 149 05:30 PM 4 32 18 1 5 7 1 24 5 19 9 1 126 05:45 PM 3 42 22 3 13 2 3 46 3 23 18 1 179 Total 15 142 71 9 39 19 9 137 10 93 51 5 600 Grand Total 55 468 287 30 184 86 44 460 37 372 179 46 2248 Apprch% 6.8 57.8 35.4 10 61.3 28.7 8.1 85 6.8 62.3 30 7.7 Total% 2.4 20.8 12.8 1.3 8.2 3.8 2 20.5 1.6 16.5 8 2 High St Water St Elm St Water St From North From East From South From West L:S�tartT,me Left Thru L Right App.Total Left Thru Right App.Total Left ThruT Right FApp.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 4 33 17 54 6 15 10 31 4 32 3 39 30 6 3 39 163 02:45 PM 2 30 20 52 3 13 6 22 7 25 1 33 19 10 3 32 139 03:00 PM 2 19 20 41 2 12 2 16 7 42 3 52 27 9 3 39 148 03:15 PM 6 23 14 43 0 14 5 19 2 38 1 41 37 22 10 69 172 Total Volume 14 105 71 190 11 54 23 88 20 137 8 165 113 47 19 179 622 %App.Total 7.4 55.3 37.4 12.5 61.4 26.1 12.1 83 4.8 63.1 26.3 10.6 PHF .583 .795 .888 .880 .458 .900 .575 .710 .714 .815 .667 .793 .764 .534 .475 .649 .904 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :5 High St Out In Total 273 190 463 71 105 14 Right Thru Left Peak Hour Data �N o M T �O ~ �� North s v O --w o Peak Hour Begins A OJ Cars O� y �v F+ Left Thru Ri ht 201 137 8 135 165 300 Out In Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 02:15 PM 02:30 PM 02:30 PM +0 mins. 1 29 27 57 1 16 8 25 4 32 3 39 30 6 3 39 +15 mins. 2 28 20 50 6 15 10 31 7 25 1 33 19 10 3 32 +30 mins. 6 33 16 55 3 13 6 22 7 42 3 52 27 9 3 39 +45 mins. 4 45 20 69 2 12 2 16 2 38 1 41 37 22 10 69 Total Volume 13 135 83 231 12 56 26 94 20 137 8 165 113 47 19 179 %App.Total 5.6 58.4 35.9 12.8 59.6 27.7 12.1 83 4.8 63.1 26.3 10.6 PHF .542 .750 .769 .837 .500 .875 .650 .758 .714 .815 .667 .793 .764 .534 .475 .649 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :6 High St In-Peak Hour:04:15 PM 231 83 1351 13 Right Thru Left Peak Hour Data a o N J North s NMI m O o Jc ` O=v _ �� Cars ��w � � N d r F+ Left Thru Ri ht 201 137 8 165 In-Peak Hour:02:30 PM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :7 Groups Printed-Trucks High St Water St Elm St Water St From North From East From South From West [;;;Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int.Total 02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15PM 0 0 0 0 0 0 0 0 0 1 0 0 1 02:30 PM 2 0 0 0 0 0 0 1 0 0 0 0 3 02:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 Total 2 2 0 0 0 0 0 1 0 1 0 0 6 03:00 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 03:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 03:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 03:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 1 0 0 1 0 1 0 0 0 1 0 4 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 1 0 0 0 0 1 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 0 1 0 0 1 0 0 0 0 1 0 0 3 Grand Total 2 4 0 0 2 0 1 1 0 2 1 0 13 Apprch% 33.3 66.7 0 0 100 0 50 50 0 66.7 33.3 0 Total% 15.4 30.8 0 0 15.4 0 7.7 7.7 0 15.4 7.7 0 High St Water St Elm St Water St From North From East From South From West L:S�tartT,me Left Thru L Right App.Total Left Thru Right App.Total Left ThruT Right FApp.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM 02:15PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 02:30 PM 2 0 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 02:45 PM 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 Total Volume 2 2 0 4 0 0 0 0 1 1 0 2 1 0 0 1 7 %App.Total 50 50 0 0 0 0 50 50 0 100 0 0 PHF .250 .250 .000 .500 .000 .000 .000 .000 .250 .250 .000 .500 .250 .000 .000 .250 .583 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :8 High St Out In Total 0 0 C 2 Right Thru Left Peak Hour Data O North s w c� o=� Peak Hour Begins � ~ o o o= Trucks Oo Z F+ Left Thru Ri ht 1 1 0 0 2 Out In Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:00 PM 02:45 PM 02:15 PM 02:00 PM +0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 1 +30 mins. 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 2 0 2 0 1 0 1 1 0 0 1 0 0 0 0 Total Volume 2 2 0 4 0 1 0 1 1 1 0 2 1 0 0 1 %App.Total 50 50 0 0 100 0 50 50 0 100 0 0 PHF .250 .250 .000 .500 .000 .250 .000 .250 .250 .250 .000 .500 .250 .000 .000 .250 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No :9 High St In-Peak Hour:02:00 PM 0C1 2 Right Thru Left Peak Hour Data o N J North s w�5 =0 O ` ? ° _� Trucks C m c O F+ Left Thru Ri ht 11 1 0 2 In-Peak Hour:02:15 PM Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 10 Groups Printed-Bikes Peds High St Water St Elm St Water St From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Efhru Riqht Peds Left Thru Right Peds Exclu.Total Inclu.Total Int.Total 02:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 2 0 2 02:15PM 0 0 0 3 0 0 0 1 0 0 0 0 0 0 0 0 4 0 4 02:30 PM 0 0 0 5 0 0 0 1 0 0 0 0 0 0 0 6 12 0 12 02:45 PM 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 3 0 3 Total 0 0 0 10 0 0 0 4 0 0 0 0 0 0 0 7 21 0 21 03:00 PM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 3 5 0 5 03:15 PM 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 3 0 3 03:30 PM 0 0 0 5 0 0 0 1 0 0 0 1 0 0 0 2 9 0 9 03:45 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 Total 0 0 0 10 0 0 0 2 0 0 0 2 0 0 0 5 19 0 19 04:00 PM 0 0 0 2 0 0 0 3 0 0 0 0 0 0 0 1 6 0 6 04:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 04:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 3 4 0 4 04:45 PM 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 1 4 0 4 Total 0 0 0 3 0 0 0 6 0 0 0 0 0 0 0 6 15 0 15 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 7 0 7 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 2 6 0 6 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 3 0 3 Total 0 0 0 4 0 0 0 0 0 0 0 1 0 0 0 11 16 0 16 Grand Total 0 0 0 27 0 0 0 12 0 0 0 3 0 0 0 29 71 0 71 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 Total% 100 0 High St Water St Elm St Water St From North From East From South From West L:S�tartT,me Left Thru L Right App.Total Left Thru Right App.Total Left Thru T Right App.Total Left Thru Right App.Total Int.Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:00 PM 02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 11 High St Out In Total 0 0 0 OC 0 Right Thru Left Peak Hour Data -FU� � North s 0 o w c o=� Peak Hour Begins ~ o o U) o= Bikes Peds Oo Z F+ Left Thru Ri ht 01 0 0 0 0 0 Out In Total Peak Hour Analysis From 02:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:00 PM 02:00 PM 02:00 PM 02:00 PM +0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %App.Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565 N/S Street : High St/Elm St File Name : 10320001 E/W Street:Water Street Site Code : 10320001 City/State : North Andover, MA Start Date : 1/20/2026 Weather :Clear Page No : 12 High St In-Peak Hour:02:00 PM 0 0C1 0 Right Thru Left Peak Hour Data a ? �7 po O N J North s 00 ...p cC Bikes Peds �2 �Y o oo� d s r o F+ Left Thru Ri ht 01 0 0 0 In-Peak Hour:02:00 PM Seasonal Adjustment Data Massachusetts Highway Department Statewide Traffic Data Collection 2024 Weekday Seasonal Factors Factor Group JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Axle Factor R1 1.17 1.12 1.11 1.06 1.00 0.96 0.94 0.92 1.00 0.98 1.06 1.07 0.78 R3 1.10 1.04 1.04 1.02 0.91 0.88 0.88 0.87 0.92 0.92 0.99 1.01 0.98 R4-R7 1.16 1.12 1.08 1.03 0.92 0.89 0.88 0.89 0.92 0.94 1.04 1.10 0.98 U1-Boston 1.071 1.03 0.98 0.97 0.941 0.91 0.94 0.91 0.94 0.941 0.98 1.02 0.94 U1-Essex 1.13 1.09 1.06 1.04 0.95 0.89 0.88 0.87 0.95 0.95 1.03 1.05 0.96 U1-Southeast 1.14 1.10 1.04 0.99 0.93 0.86 0.87 0.85 0.91 0.93 0.99 1.02 0.96 U1-West 1.10 1.02 0.98 0.96 0.95 0.92 0.94 0.91 0.91 0.91 0.96 1.00 0.83 U1-Worcester 1.08 1.03 0.99 0.98 0.94 0.91 0.93 0.91 0.92 0.91 0.95 1.00 0.93 U3 1.061 1.02 0.98 0.96 0.931 0.91 0.95 0.94 0.93 0.93 0.96 1.00 0.98 U4-U7 1.04 1.02 0.96 0.95 0.91 0.90 0.94 0.94 0.93 0.94 0.98 1.02 0.99 UR2 1.08 1.02 0.98 0.97 0.93 0.90 0.93 0.90 0.92 0.92 0.97 1.01 0.98 Rec-East 1.21 1.201 1.091 1.01 0.91 0.811 0.771 0.791 0.911 0.95 1.051 1.131 0.99 Rec-West 1.46 1.38 1.32 1.06 0.94 0.79 0.59 0.69 0.97 0.99 1.18 1.28 0.99 Round off: 0-999= 10 >1000 = 100 U = Urban R= Rural 1 - Interstate 2- Freeway and Expressway 3- Other Principal Arterial 4- Minor Arterial 5- Major Collector 6- Minor Collector 7- Local Road and Street UR2 Group-Combination of Urban Freeways and Expressways and Rural Freeways and Expressways. Recreational - East Group-Cape Cod (all towns) including the town of Plymouth south of Route 3A(stations 7014,7079,7080,7090,7091,7092,7093,7094,7095,7096,7097,7108 and 7178), Martha's Vineyard and Nantucket. Recreational -West Group-Continuous Stations 2 and 189 including stations 1066,1067,1083,1084,1085,1086,1087,1088,1089,1090,1091,1092,1093,1094,1095,1096,1097,1098,1099,1100,1101,1102,1103,1104,1105,1106,1107,1108,1113, 1114,1116,2196,2197 and 2198. 5/2/2025 Motor Vehicle Crash Data al —g Bretl m prreooN street M.—M—VNltle Dan Dme OnM1 Number tldTeum Nnm ONSM1Wd Ug OVrM1 Sewbr OVrM1 Sd OrM1TYne OrM1Yre eLmberal VeM1tlm DawfnnbhutlnetlrrenNg wWDarenl Dd.—.—BV WI VM 1 Nret lNmaul EvmB WIBfn�MNlore neral mlhbn Mroor DM1Mtl OB/19/Na Mon NomddllNury tlmetl D3:('Opve[Ingvenl lelnerrtdretl:l�urtles,neolgem a gggrmlvemennm)/D2)NOlmproper ativing) ntletl/D3:Not Dlstrutletl Oollklon wl[FmmorvMltleln[nRN Dryll�t Prue amu urea amen ertltlmn c[etl WIN on-h Jtrh Durk-II etl rndv —Nd— &\-Al m-Norcn mawm,MA\—h.\Da—h oxeU-al—gad@p—st p.ge1 aI —g—d rt Prgcam street M.—M--d.Oesn Orte gmasudartOMmn Awd—luncWNTroe TxlRcriMMlUedzTrxe rMffl Uswwbo —"—'p rm Orn Wl-1— --Trezemtrealent AN yystM1w mnamnt OrM1 gmo rYrt lxmaul Eaxabotbn yeM1tlegmueoxar Erenb Wl yehxbl etxumxer D, Faur-wglrtersectl en TnRlc cortrol zlxiel Two-way,not d.— T IingstreI a d/V1:Tm hgA.I#R.h.dl VLN/VLE deer - Roetlway V1:�COIIMo. mo)I—delntraRlc�V2�Gllldonwl[M1mRarveM1ltleln[refflc) e1]5/PR3COTTST rtrott aaaNlam Trrvellln st anda w:cdldlaawnn alma s:Vox\l---h—,,Ma\—\--D-\1 l—gRd P.—R wge2 xlo.m1 d11.Rmw.w�rnmww.�mw�r.bw.cm�b� wumal oiryl u =ro _ wi ertrw Maes u/ssnou sun msep ante mMluww wumal ox:ryra�axw/ox Nramaxw xaoix�ea/ox:xaoix�ea wstla a,tl• owoxnaxsmu of lxo wsmser apnm/uz Wm�uuwml �vikK <mtl• s:Vabsµosro-xarn�nawesran�oMea�mxcrmboW-wserac p 11ol.smximx nax saw u isn :aixau+�.-cwa wnsmxwwa�vw•+,anww=x-ozsssvron:s ss wr m n� ww :�wn�w+��var:ti�W w �=.ni�i�Mwi�.c�r.ti��Wwx+ n�i,n ro�oa o :pis n n.wvmw:a�°xa�tl.: in.wvmw:a���xa.:� mwig �x nw+��w ,�,eww wM�exniaiv,nws��.i,r.�,eww wx+ nwiv, zwi sv, w�.�w..Uiwi.+,w..:sn n«,i,3anxwx ww>•�•iar=�+�wW wM•=nniwiznpw+•�,Ar.�+�wW wM n�iv, u,i x,n ..Nax+o.•nxa.:snin.=.,,awo..nxa.:sn 4a wa ar n oww,o�wavu„sMsavx nn ayeaix MassDOT Crash Rate Worksheets .............emu OT INTERSECTION CRASH RATE WORKSHEET CITY/TOWN North Andover COUNT DATE : 4/29/2025 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : — INTERSECTION DATA — ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... MAJOR STREET : -Chickering Road MINOR STREET(S) : Prescott Street INTERSECTION North DIAGRAM (Label Approaches) PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : EB WB NB SB Approach Volume PEAK HOURLY 120 32 707 387 1,246 VOLUMES (PM) : I I I I I I K" FACTOR : 0.090 INTERSECTION ADT (V) = TOTAL DAILY 13,844 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 14 YEARS : CRASHES PER YEAR A ) : ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... CRASH RATE CALCULATION : 0.46 RATE (A' 1,000,000 ( V '365) Comments : Below MassDOT Statewide and District Average Crash Rates Project Title & Date: East Mill Residential Development 103/02/26 .............emu OT INTERSECTION CRASH RATE WORKSHEET CITY/TOWN North Andover COUNT DATE : 4/29/2025 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : — INTERSECTION DATA — ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... MAJOR STREET : -High Street MINOR STREET(S) : Prescott Street INTERSECTION North DIAGRAM (Label Approaches) o PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : EB WB NB SB Approach Volume PEAK HOURLY 107 231 133 471 VOLUMES (PM) : I I I I I I K" FACTOR : 0.090 INTERSECTION ADT (V) = TOTAL DAILY 5,233 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 1 YEARS : CRASHES PER YEAR A ) : ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... CRASH RATE CALCULATION : 0.09 RATE (A' 1,000,000 ( V '365) Comments : Below MassDOT Statewide and District Average Crash Rates Project Title & Date: East Mill Residential Development 103/02/26 .............emu OT INTERSECTION CRASH RATE WORKSHEET CITY/TOWN North Andover COUNT DATE : 1/20/2026 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : — INTERSECTION DATA — ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... MAJOR STREET : -High Street MINOR STREET(S) : Water Street Elm Street INTERSECTION North DIAGRAM (Label Approaches) PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : EB WB NB SB Approach Volume PEAK HOURLY 188 91 174 202 655 VOLUMES (PM) : I I I I I I K" FACTOR : 0.090 INTERSECTION ADT (V) = TOTAL DAILY 7,278 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 4 YEARS : CRASHES PER YEAR A ) : ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... CRASH RATE CALCULATION : 0.25 RATE (A' 1,000,000 ( V '365) Comments : Below MassDOT Statewide and District Average Crash Rates Project Title & Date: East Mill Residential Development 103/02/26 Sight Triangle Exhibit Transportation ImpactAssessinent-E�t Mill ResidenfialDevelop�t-North Andover,Massachusefty \` Legend: \- a\\. Sight Triangle Si `\ 9 9 \ Sight Triangle with the \. Vehicle Positioned \\\ \ WdhmSidewalk Area AA Mile NONE-- 11101111"I :ice � ��� yv.- � _ a ..: � _ m\.,.. .. \AVM A \ 21, _. v �. M11 m �A A,v y A\ y\y I � \ o: y� v \ o A �. o= �.�A\ \may , y\ y y�y: v A A�� v y A \ A\.A �yyA\...��yy A.�,,,:.... y, �� V \. AV\� S A\\ v yy. A V\ \.y AA �4 A\ Ak V Scale in Feet Figure SD1 z ����� Sight Triangle Plan at the Associates inn High Strutreet Dive Project Site Driveway V ao C.,IgIt©2o26 oy All 9 P-A—d. Capacity Analysis Worksheets High Street/Elm Street/Water Street Additional Analysis 30% Sensitivity Analysis High Street/Elm Street/Water Street Additional Analysis 2025 Existing Weekday Morning 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 9.7 Intersection LOS A Lane Configurations Traffic Vol`,veh/h 73 24 5 5 57 19 7 137 5 7 156 72 Future Vol,veh/h 73 24 5 5 57 19 7 137 5 7 156 72 Peak Hour Factor 0.77 0.77 077 0.89 0.89 0.89 0.75 0.75 0.75 0.84 0.84 0.84 Heavy Vehicles, % 0 0 0 0 2 0 0 0 0 0 0 1 Mvmt Flow 95 31 6 6 64 21 9 183 7 8 186 86 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SIB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SIB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SIB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 9.6 8.9 9.6 10.1 HCM LOS, A A A B Vol Left, % 5% 72% 6% 3% Vol Thru, % 92% 24% 70% 66% Vol Right:% 3% 5% 23% 31 Sign Control Stop Stop Stop Stop Traffic Vol by Lane 149 102 81 235 LT Vol 7 73 5 7 Through Vol 137 24 57 156 RT Vol 5 5 19 72 Lane Flow Rate 199 132 91 280 Geometry Grp 1 1 1 1 Degree of Util(X) 0.264 0.193 0.128 0.353 Departure'Headway(Hd) 4.787 5.235 5.062 4.537 Convergence,Y/N Yes Yes Yes Yes Cap 745 680 701 786 Service Time 2.853 3.313 3.145 2.596 HCM Lane V/C Ratio 0.267 0.194 0.13 0.356 HCM Control Delay,s/veh 9.6 9.6 8.9 10.1 HCM Lane LOS A A A B HCM 95th-tile Q 1.1 0.7 0.4 1.6 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 2025 Existing Weekday Evening 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 11.7 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 118 50 20 11 56 24 22 144 8 17 119 74 Future Vol,veh/h 118 50 20 11 56 24 22 144 8 17 111 74 Peak Hour Factor 0.64 0.64 064 0.71 0.71 0.71 0.79 0.79 0.79 0.87 0.87 0.87 Heavy Vehicles, % 0 2 0 0 0 0 5 1 0 13 2 0 Mvmt Flow 184 78 31 15 79 34 28 182 10 20 128 85 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SIB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SIB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SIB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 12.8 10 11.5 11.5 HCM LOS, B A B B Vol Left, % 13% 63% 12% 8% Vol Thru, % 83% 27% 62% 55% Vol Right:% 5% 11% 26% 37% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 174 188 91 202 LT Vol 22 118 11 17 Through Vol 144 50 56 111 RT Vol 8 20 24 74 Lane Flow Rate 220 294 128 232 Geometry Grp 1 1 1 1 Degree of Util(X) 0.34 0.444 0.197 0.353 Departure Headway(Hd) 5.556 5.441 5.541 5.476 Convergence,Y/N Yes Yes Yes Yes Cap 645 661 646 655 Service Time 3.602 3.484 3.594 3.521 HCM Lane V/C Ratio 0.341 0.445 0.198 0.354 HCM Control Delay,s/veh 11.5 12.8 10 11.5 HCM Lane LOS B B A B HCM 95th-tile Q 1.5 2.3 0.7 1.6 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 2032 No-Build Weekday Morning 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 10.1 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 78 26 5 5 61 20 7 148 5 8 168 77 Future Vol,veh/h 78 26 5 5 61 20 7 148 5 8 168 77 Peak Hour Factor 0.77 0.77 077 0.89 0.89 0.89 0.75 0.75 0.75 0.84 0.84 0.84 Heavy Vehicles, % 0 0 0 0 2 0 0 0 0 0 0 1 Mvmt Flow 101 34 6 6 69 22 9 197 7 10 200 92 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 9.9 9.1 9.9 10.6 HCM LOS, A A A B Vol Left, % 4% 72% 6% 3% Vol Thru, % 93% 24% 71% 66% Vol Right:% 3% 5% 23% 30% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 160 109 86 253 LT Vol 7 78 5 8 Through Vol 148 26 61 168 RT Vol 5 5 20 77 Lane Flow Rate 213 142 97 301 Geometry Grp 1 1 1 1 Degree of Util(X) 0.288 0.21 0.142 0.386 Departure'Headway(Hd) 4.867 5.338 5.274 4.609 Convergence,Y/N Yes Yes Yes Yes Cap 730 664 684 774 Service Time 2.951 3.437 3.274 2.684 HCM Lane V/C Ratio 0.292 0.214 0.142 0.389 HCM Control Delay,s/veh 9.9 9.9 9.1 10.6 HCM Lane LOS A A A B HCM 95th-tile Q 1.2 0.8 0.5 1.8 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 2032 No-Build Weekday Evening 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 12.7 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 128 54 21 12 60 26 24 155 9 18 121 79 Future Vol,veh/h 128 54 21 12 60 26 24 155 9 18 121 79 Peak Hour Factor 0.64 0.64 064 0.71 0.71 0.71 0.79 0.79 0.79 0.87 0.87 0.87 Heavy Vehicles, % 0 2 0 0 0 0 5 1 0 13 2 0 Mvmt Flow 200 84 33 17 85 37 30 196 11 21i 139 91 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 14.1 10.5 12.3 12.4 HCM LOS, B B B B Vol Left, % 13% 63% 12% 8% Vol Thru, % 82% 27% 61% 56% Vol Right:% 5% 10% 27% 36% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 188 203 98 218 LT Vol 24 128 12 18 Through Vol 155 54 60 121 RT Vol 9 21 26 79 Lane Flow Rate 238 317 138 251 Geometry Grp 1 1 1 1 Degree of Util(X) 0.379 0.494 0.221 0.394 Departure Headway(Hd) 5.737 5.609 5.752 5.657 Convergence,Y/N Yes Yes Yes Yes Cap 623 641 620 634 Service Time 3.802 3.667 3.823 3.72 HCM Lane V/C Ratio 0.382 0.495 0223 0.396 HCM Control Delay,s/veh 12.3 14.1 10.5 12.4 HCM Lane LOS B B B B HCM 95th-tile Q 1.8 2.7 0.8 1.9 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 2032 Build Weekday Morning 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 10.8 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 83 26 5 5 61 20 7 159 5 8 204 81 Future Vol,veh/h 83 26 5 5 61 20 7 159 5 8 204 81 Peak Hour Factor 0.77 0.77 077 0.89 0.89 0.89 0.75 0.75 0.75 0.84 0.84 0.84 Heavy Vehicles, % 0 0 0 0 2 0 0 0 0 0 0 1 Mvmt Flow 108 34 6 6 69 22 9 212 7 10 243 96 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 10.3 9.4 10.5 11.7 HCM LOS, B A B B Vol Left, % 4% 73% 6% 3% Vol Thru, % 93% 23% 71% 70% Vol Right:% 3% 4% 23% 28% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 171 114 86 293 LT Vol 7 83 5 8 Through Vol 159 26 61 204 RT Vol 5 5 20 81 Lane Flow Rate 228 148 97 349 Geometry Grp 1 1 1 1 Degree of Util(X) 0.321 0.231 0.147 0.453 Departure'Headway(Hd) 5.075 5.613 5.47 4.786 Convergence,Y/N Yes Yes Yes Yes Cap 714 641 657 757 Service Time 3.075 3.63 3.489 2.786 HCM Lane V/C Ratio 0.319 0.231 0.148 0.461 HCM Control Delay,s/veh 10.5 10.3 9.4 11.7 HCM Lane LOS B B A B HCM 95th-tile Q 1.4 0.9 0.5 2.4 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 2032 Build Weekday Evening 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 13.9 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 142 54 12 12 60 26 24 183 9 18 137 87 Future Vol,veh/h 142 54 12 12 60 26 24 183 9 18 137 87 Peak Hour Factor 0.64 0.64 064 0.71 0.71 0.71 0.79 0.79 0.79 0.87 0.87 0.87 Heavy Vehicles, % 0 2 0 0 0 0 5 1 0 13 2 0 Mvmt Flow 222 84 19 17 85 37 30 232 11 21i 157 100 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 15.5 11 13.7 13.6 HCM LOS, C B B B Vol Left, % 11% 68% 12% 7% Vol Thru, % 85% 26% 61% 57% Vol Right:% 4% _6% 27% 36% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 216 208 98 242 LT Vol 24 142 12 18 Through Vol 183 54 60 137 RT Vol 9 12 26 87 Lane Flow Rate 273 325 138 278 Geometry Grp 1 1 1 1 Degree of Util(X) 0.447 0.53 0.235 0.449 Departure Headway(Hd) 5.883 5.87 6.13 5.816 Convergence,Y/N Yes Yes Yes Yes Cap 607 611 589 615 Service Time 3.975 3.954 4.13 3.909 HCM Lane V/C Ratio 0.45 0.532 0234 0.452 HCM Control Delay,s/veh 13.7 15.5 11 13.6 HCM Lane LOS B C B B HCM 95th-tile Q 2.3 3.1 0.9 2.3 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 30% Sensitivity Analysis 2032 Build Weekday Morning 1: Chickering Road & Prescott Street II 03/02/2026 Lane Configurations - Traffic Volume(vph) 30 103 52 10 20 1 62 302 51 1 498 25 Future Volume(vph) 30 103 52 10 20 1 62 302 51 1 498 25 Lane Util. 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 Frt 0.962 0.997 0.983 0.994 Flt Protected 0,992 0,984 0,993 Satd. Flow(prot) 0 1776 0 0 1740 0 0 1740 0 0 1836 0 Flt Permitted 0,940 0,892 0,866 0,999 Satd. Flow(perm) 0 1683 0 0 1577 0 0 1517 0 0 1834 0 Satd. Flow(RTOR) 1 12 4 Adj. Flow(vph) 38 130 66 14 27 1 76 368 62 1 524 26 Lane Group Flow(vph) 0 234 0 0 42 0 0 506 0 0 551 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 9 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 10.0 10.0 10.0 11.0 11.0 11.0 11.0 20.0 Total Split(s) 15.0 15.0 15.0 15.0 40,0 40,0 40,0 40,0 20,0 Total Split(%) 20.0% 20.0% 20.0% 20.0% 53.3% 53.3% 53.3% 53.3% 27% Maximum Green(s) 10,0 10,0 %10,0 10,0 34.0 34.0 34.0 34.0 17.0 Yellow Time(s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 2.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 10 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode ` None None None None Min Min Min Min None Walk Time(s) 7.0 Flash Don't Walk(s) 10,0 Pedestrian Calls(#/hr) 6 v/c Ratio 0,63 0,12 0,68 0,62 Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 1 2032 Build Weekday Morning 1: Chickering Road & Prescott Street II 03/02/2026 Control Delay(s/veh) 31.4 20.7 16.5 14.0 Queue Delay 0,0 0,0 0,0 0,0 Total Delay(s/veh) 31.4 20.7 16.5 14.0 Queue Length 50th(ft) 46 7 81 83 Queue Length 95th(ft) #210 36 269 305 Internal Link Dist(ft) 2058 313 754 752 Turn Bay Length(ft) Base Capacity(vph) 371 349 1141 1377 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn" 0 0 0 0 Reduced v/c Ratio 0,63 0,12 0,44 0,40 Cycle Length:75 Actuated Cycle Length:48.2 Natural Cycle:75 Control Type:Actuated-Uncoordinated, # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Chickering Road&Prescott Street #1 #L 02 09 04 #1 _ #1 06 �8 MM Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 2 2032 Build Weekday Morning 1: Chickering Road & Prescott Street II 03/02/2026 Lane Configurations c i c 4 Traffic Volume(vph) 30 103 52 10 20 1 62 302 51 1 498 25 Future Volume(vph) 30 103 52 10 20 1 62 302 51 1 498 25 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 10 10 10 12 12 12 12 12_ 12 Total Lost time(s) 5.0 5.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0,96 1.00 0,98 0,99 Flt Protected 0.99 0.98 0.99 1.00 Satd. Flow(prot) 1776 1739 1740 1835 Flt Permitted 0.94 0.89 0.87 1.00 Satd. Flow(perm) 1682 1576 1518 1834 Peak-hour factor, PH 0.79 0.79 0.79 0.73 0.73 0.73 0.82 0.82 0.82 0.95 0.95 0.95 Adj. Flow(vph) 38 130 66 14 27 1 76 368 62 1 524 26 RTOR Reduction(vph) 0 0 0 0 1 0. 0 6 0 0 2 0 Lane Group Flow(vph) 0 234 0 0 41 0 0 500 0 0 549 0 Heavy Vehicles(%) 6% 2% 0% 0% 0% 0% 2% 8% 4% 0% 3% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 10.6 10.6 23.3 23.3 Effective Green,g(s) 10,6 10,6 23.3 23.3 Actuated g/C Ratio 0.21 0.21 0.47 0.47 Clearance Time(s) 5.0 5.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 355 333 705 852 v/s Ratio Prot v/s Ratio Perm c0,14 0,03 c0,33 0,30 v/c Ratio 0.66 0.12 0.71 0.64 Uniform Delay,d1 18.1 16.0 107 10,2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.4 0,2 3.3 1.7 Delay(s) 22.5 16.2 14.0 11.9 Level''of Service C B B B HCM Signalized Intersection Capacity Analysis Synchro 12 Report DCL Vanasse &Associates Page 3 2032 Build Weekday Morning 1: Chickering Road & Prescott Street II 03/02/2026 Approach Delay(s/veh) 22.5 16.2 14.0 11.9 Approach LOS C B B B HCM 2000 Control Delay(s/veh) 1!4.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length(s) 50,1 Sum of lost time(s) 14.0 Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 12 Report DCL Vanasse &Associates Page 4 2032 Build Weekday Morning 2: High Street & Prescott Street 03/02/2026 t ► Lane Configurations Traffic Volume(vph) 109 14 109 119 25 139 Future Volume(vph) 109 14 109 119 25 139 Lane Util. Factor 1.00 1.00 1!.00 1.00 1.00 1.00 Frt 0.985 0.929 Flt Protected 0,957 0,992 Satd. Flow(prot) 1716 0 1699 0 0 1873 Flt Permitted 0,957 0,992' Satd. Flow(perm) 1716 0 1699 0 0 1873 Adj. Flow(vph) 151 19 149 163 30 165 Lane Group Flow(vph) 170 0 312 0 0 195 Sign Control Stop Free Free Control Type: Unsignalized Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 5 2032 Build Weekday Morning 2: High Street & Prescott Street 03/02/2026 Int Delay,s/veh 3.6 Lane Configurations Traffic Vol,veh/h 109 14 109 119 25 139 Future Vol,veh/h 109 14 109 .,119 25 139 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop, Stop Free Free Free Free RT Channelized - Stop - None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 72 72 73 73 84 84 Heavy Vehicles, % 1 0 6 2 4 0 Mvmt Flow 151 19 149 163 30 165 Conflicting Flow All 456 231 0 0 312 0 Stage 1 231 - - - - - Stage 2 225 Critical Hdwy 6.41 6.2 4.14 Critical Hdwy Stg 1 5.41 Critical Hdwy Stg 2 5.41 - - Follow-up Hdwy 3.509 3.3 2.236 Pot Cap-1 Maneuver 564 813 1237 Stage 1 810 Stage 2 815 - - Platoon blocked, Mov Cap-1 Maneuver 549 813 1237 Mov Cap-2 Maneuver 549 Stage 1 788 - - Stage 2 815 HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 6 2032 Build Weekday Morning 2: High Street & Prescott Street 03/02/2026 Approach WB NB SB HCM Ctrl©ly,!s/v 13.01 0 1.22 HCM LOS B Capacity(veh/h) - - 619 274 HCM Lane V/C Ratio , 0.276 0.024 HCM Ctrl©ly(s/v) - 13 8 0 HCM Lane LOS B A A HCM 95th%tile Q(veh) - 1.1 0.1 - HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 7 2032 Build Weekday Morning 3: High Street & West Mill North Driveway/East Mill Driveway II 03/02/2026 Lane Configurations c 4 c 4 Traffic Volume(vph) 34 0 61 83 3 56 26 138 49 43 182 23 Future Volume(vph) 34 0 61 83 3 56 26 138 49 43 182 23 Lane Util. 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 Frt 0.913 0.947 0.969 0.987 Flt Protected 0,982 0,972 0,994 0,991 Satd. Flow(prot) 0 1742 0 0 1732 0 0 1714 0 0 1845 0 Flt Permitted 0,982 0,972 0,994 0,991 Satd. Flow(perm) 0 1742 0 0 1732 0 0 1714 0 0 1845 0 Adj. Flow(vph) 41 0 74 132 5 89 34 179 64 52 222 28 Lane Group Flow(vph) 0 115 0 0 226 0 0 277 0 0 302 0 Sign Control Stop Stop Free Free Control Type: Unsignalized Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 8 2032 Build Weekday Morning 3: High Street & West Mill North Driveway/East Mill Driveway 03/02/2026 Int Delay,s/veh 7.5 Lane Configurations Traffic Vol,veh/h 34 0 61 83 3 56 26 138 49 43 ' 182 23 Future Vol,veh/h 34 0 61 83 3 56 26 138 49 43 182 23 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None None - None Storage Length Veh in Median Storage,# - 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 82 82 82 63 63 63 77 77 77 82 82 82 Heavy Vehicles, % 3 0 0 0 0 11 0 5 0 0 1 0 Mvmt Flow 41 0 74 132 5 89 34 179 64 52 222 28 Conflicting Flow All 590 651 236 605 633 211 250 0 0 243 0 0 Stage 1 341 341 - 279 279 - - - - - - - Stage 2 249 310 327 355 Critical Hdwy 7.13 6.5 6.2 7.1 6.5 6.31 4.1 4.1 Critical Hdwy Stg 1 6.13 5.5 ___. 6.1 5.5 Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 - - - - - Follow-up Hdwy 3.527 4 3.3 3.5 4 3.399 2.2 2.2_, Pot Cap-1 Maneuver 418 390 808 412 399 807 1327 1335 Stage 1 672 642 732 684 Stage 2 753 662 - 690 633 - - - - Platoon blocked, Mov Cap-1 Maneuver 340 361 808 347 370 807 1327 1335 Mov Cap-2 Maneuver 340_, 361 347 370 Stage 1 641 613 711 663 - - Stage 2 645 643 598 604 HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 9 2032 Build Weekday Morning 3: High Street & West Mill North Driveway/East Mill Driveway 03/02/2026 Approach EB WB NB SB HCM Ctrl©ly,!s/v 13.45 20,89 0,95 1.35 HCM LOS B C Capacity(veh/h) 209 541 448 305 HCM Lane V/C Ratio , 0.025 0.214 0.503 0.039 HCM Ctrl©ly(s/v) 7.8 0 1!3.5 20,9 7.8 0 HCM Lane LOS A A B C A A HCM 95th%tile Q(veh) 0.1 0,8 2.8 0,1 HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 10 2032 Build Weekday Evening 1: Chickering Road & Prescott Street II 03/02/2026 Lane Configurations - Traffic Volume(vph) 57 43 41 12 18 4 77 657 49 2 407 37 Future Volume(vph) 57 43 41 12 18 4 77 657 49 2 407 37 Lane Util. 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 Frt 0.961 0.984 0.992 0.989 Flt Protected 0,980 0,983 0,995 Satd. Flow(prot) 0 1789 0 0 1715 0 0 1844 0 0 1829 0 Flt Permitted 0,846 0,870 0,908 0,998 Satd. Flow(perm) 0 1545 0 0 1518 0 0 1683 0 0 1825 0 Satd. Flow(RTOR) 6 6 8 Adj. Flow(vph) 65 49 47 18 27 6 84 714 53 2 442 40 Lane Group Flow(vph) 0 161 0 0 51 0 0 851 0 0 484 0 Turn Type Perm NA Perm NA Perm NA Perm NA_ Protected Phases 4 8 2 6 9 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 10.0 10.0 10.0 11.0 11.0 11.0 11.0 20.0 Total Split(s) 15.0 15.0 15.0 15.0 40,0 40,0 40,0 40,0 20,0 Total Split(%) 20.0% 20.0% 20.0% 20.0% 53.3% 53.3% 53.3% 53.3% 27% Maximum Green(s) 10,0 10,0 %10,0 10,0 34.0 34.0 34.0 34.0 17.0 Yellow Time(s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 2.0 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 10 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode ` None None None None Min Min Min Min None Walk Time(s) 7.0 Flash Don't Walk(s) 10,0 Pedestrian Calls(#/hr) 20 v/c Ratio 0,66 0,21 0,83 0,43 Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 1 2032 Build Weekday Evening 1: Chickering Road & Prescott Street II 03/02/2026 Control Delay(s/veh) 41.2 24.0 21.5 9.7 Queue Delay 0,0 0,0 0,0 0,0 Total Delay(s/veh) 41.2 24.0 21.5 9.7 Queue Length 50th(ft) 49 13 181 69 Queue Length 95th(ft) #164 36 #690 255 Internal Link Dist(ft) 2058 313 754 752 Turn Bay Length(ft) Base Capacity(vph) 249 250 1030 1118 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn" 0 0 0 0 Reduced v/c Ratio 0,65 0,20 0,83 0,43 Cycle Length:75 Actuated Cycle Length:62.8 Natural Cycle:90 Control Type:Actuated-Uncoordinated, # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Chickering Road&Prescott Street #1 #L 02 09 04 #1 _ #1 06 �8 MM Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 2 2032 Build Weekday Evening 1: Chickering Road & Prescott Street II 03/02/2026 Lane Configurations c 4 c 4 Traffic Volume(vph) 57 43 41 12 18 4 77 657 49 2 407 37 Future Volume(vph) 57 43 41 12 18 4 77 657 49 2 407 37 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 10 10 10 12 12 12 12 12_ 12 Total Lost time(s) 5.0 5.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0,96 0,98 0,99 0,99 Flt Protected 0.98 0.98 1.00 1.00 Satd. Flow(prot) 1789 1715 1844 1828 Flt Permitted 0.85 0.87 0.91 1.00__ Satd. Flow(perm) 1543 1518 1683 1824 Peak-hour factor, PH 0.88 0.88 0.88 0.67 0.67 0.67 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 65 49 47 18 27 6 84 714 53 2 442 40 RTOR Reduction(vph) 0 0 0 0 5 0 0 2 0 0 3 0 Lane Group Flow(vph) 0 161 0 0 46 0 0 849 0 0 481 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 3% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 9.9 9.9 38.4 38.4 Effective Green,g(s) 99 9,9 38.4 38.4 Actuated g/C Ratio 0.15 0.15 0.59 0.59__ Clearance Time(s) 5.0 5.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 234 230 992 1075 v/s Ratio Prot v/s Ratio Perm 00,10 0,03 c0,50 0,26 v/c Ratio 0.69 0.20 0.86 0.45 Uniform Delay,d1 26.1 24.1 11.1 7.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 8.1 0.4 7.3 0.3 Delay(s) 34.3 24.6 18.4 7.7 Level''of Service C C B A HCM Signalized Intersection Capacity Analysis Synchro 12 Report DCL Vanasse &Associates Page 3 2032 Build Weekday Evening 1: Chickering Road & Prescott Street II 03/02/2026 Approach Delay(s/veh) 34.3 24.6 18.4 7.7 Approach LOS C C B A HCM 2000 Control Delay(s/veh) 1'!6.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length(s) 65.1 Sum of lost time(s) 14.0 Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 12 Report DCL Vanasse &Associates Page 4 2032 Build Weekday Evening 2: High Street & Prescott Street 03/02/2026 t ► Lane Configurations Traffic Volume(vph) 109 27 156 115 25 136 Future Volume(vph) 109 27 156 115 25 136 Lane Util. Factor 1.00 1.00 1!.00 1.00 1.00 1.00 Frt 0.973 0.943 Flt Protected 0,961 0,992 Satd. Flow(prot) 1704 0 1767 0 0 1858 Flt Permitted 0,961 0,992' Satd. Flow(perm) 1704 0 1767 0 0 1858 Adj. Flow(vph) 130 32 214 158 37 203 Lane Group Flow(vph) 162 0 372 0 0 240 Sign Control Stop Free Free Control Type: Unsignalized Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 5 2032 Build Weekday Evening 2: High Street & Prescott Street 03/02/2026 Int Delay,s/veh 3.2 Lane Configurations Traffic Vol,veh/h 109 27 156 115 25 136 Future Vol,veh/h 109 27 156 115 25 136 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop, Stop Free Free Free Free RT Channelized - Stop - None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 84 84 73 73 67 67 Heavy Vehicles, % 1 0 1 2 4 1 Mvmt Flow 130 32 214 158 37 203 Conflicting Flow All 570 292 0 0 371 0 Stage 1 292 - - - - - Stage 2 278 Critical Hdwy 6.41 6.2 4.14 Critical Hdwy Stg 1 5.41 Critical Hdwy Stg 2 5.41 - - Follow-up Hdwy 3.509 3.3 2.236 Pot Cap-1 Maneuver 485 752 1176 Stage 1 760 Stage 2 772 - - - Platoon blocked, Mov Cap-1 Maneuver 467 752 1176 Mov Cap-2 Maneuver 467 Stage 1 733 - - Stage 2 772 HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 6 2032 Build Weekday Evening 2: High Street & Prescott Street 03/02/2026 Approach WB NB SB HCM Ctrl©ly,!s/v 13.58 0 1.27 HCM LOS B Capacity(veh/h) - - 581 280 HCM Lane V/C Ratio , 0.279 0.032 HCM Ctrl©ly(s/v) - 13.6 8.2 0 HCM Lane LOS B A A HCM 95th%tile Q(veh) - 1.1 0.1 - HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 7 2032 Build Weekday Evening 3: High Street & West Mill North Driveway/East Mill Driveway II 03/02/2026 Lane Configurations c i c 4 Traffic Volume(vph) 51 3 51 99 1 59 68 161 75 49 155 41 Future Volume(vph) 51 3 51 99 1 59 68 161 75 49 155 41 Lane Util. 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 Frt 0.934 0.950 0.967 0.977 Flt Protected 0,976 0,970 0,989 0,990 Satd. Flow(prot) 0 1764 0 0 1738 0 0 1711 0 0 1826 0 Flt Permitted 0,976 0,970 0,989 0,990 Satd. Flow(perm) 0 1764 0 0 1738 0 0 1711 0 0 1826 0 Adj. Flow(vph) 72 4 72 152 2 91 71 168 78 54 172 46 Lane Group Flow(vph) 0 148 0 0 245 0 0 317 0 0 272 0 Sign Control Stop Stop Free Free Control Type: Unsignalized Lanes, Volumes, Timings Synchro 12 Report DCL Vanasse &Associates Page 8 2032 Build Weekday Evening 3: High Street & West Mill North Driveway/East Mill Driveway 03/02/2026 Int Delay,s/veh 9.8 Lane Configurations Traffic Vol,veh/h 51 3 51 99 1 59 68 161 75 49 155 41 Future Vol,veh/h 51 3 51 99 1 59 68 161 75 49 155 41 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None - None None - None Storage Length Veh in Median Storage,# - 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 71 71 71 65 65 65 96 96 96 90 90 90 Heavy Vehicles, % 3 0 0 0 0 11 0 5 0 0 1 0 Mvmt Flow 72 4 72 152 2 91 71 168 78 54 172 46 Conflicting Flow All 614 691 195 632 675 207 218 0 0 246 0 0 Stage 1 304 304 - 348 348 - - - - - - - Stage 2 310 388 283 327 Critical Hdwy 7.13 6.5 6.2 7.1 6.5 6.31 4.1 4.1 Critical Hdwy Stg 1 6.13 5.5 ___. 6.1 5.5 Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 - - - - - Follow-up Hdwy 3.527 4 3.3 3.5 4 3.399 2.2 2.2_, Pot Cap-1 Maneuver 403 370 851 396 378 811 1364 1332 Stage 1 703 667 672 637 Stage 2 698 613 - 728 652 - - - - Platoon blocked, Mov Cap-1 Maneuver 319 331 851 321 339 811 1364 1332 Mov Cap-2 Maneuver 319 331 321 339 Stage 1 671 635 631 599 - - Stage 2 581 576 631 621 HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 9 2032 Build Weekday Evening 3: High Street & West Mill North Driveway/East Mill Driveway 03/02/2026 Approach EB WB NB SB HCM Ctrl Dly,!s/v 16.54 25.5 1.74 1.56 HCM LOS C D Capacity(veh/h) 379 459 414 346 HCM Lane V/C Ratio 0.052 0.322 0.591 0.041 HCM Ctrl Dly(s/v) 7.8 0 1!6.5 25.5 7.8 0 HCM Lane LOS A A C D A A HCM 95th%tile Q(veh) 0,2 1.4 3.7 0,1 HCM 7th TWSC Synchro 12 Report DCL Vanasse &Associates Page 10 2032 Build Weekday Morning (30% Sensitivity) 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 11.4 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 85 26 5 5 61 20 7 162 5 8 215 100 Future Vol,veh/h 85 26 5 5 61 20 7 162 5 8 215 100 Peak Hour Factor 0.77 0.77 077 0.89 0.89 0.89 0.75 0.75 0.75 0.84 0.84 0.84 Heavy Vehicles, % 0 0 0 0 2 0 0 0 0 0 0 1 Mvmt Flow 110 34 6 6 69 22 9 216 7 10 256 119 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 10.6 9.6 10.7 12.7 HCM LOS, B A B B Vol Left, % 4% 73% 6% 2% Vol Thru, % 93% 22% 71% 67% Vol Right:% 3% 4% 23% 31 Sign Control Stop Stop Stop Stop Traffic Vol by Lane 174 116 86 323 LT Vol 7 85 5 8 Through Vol 162 26 61 215 RT Vol 5 5 20 100 Lane Flow Rate 232 151 97 385 Geometry Grp 1 1 1 1 Degree of Util(X) 0.33 0.239 0.15 0.512 Departure'Headway(Hd) 5.128 5.723 5.588 4.797 Convergence,Y/N Yes Yes Yes Yes Cap 701 627 641 758 Service Time 3.159 3.761 3.629 2.797 HCM Lane V/C Ratio 0.331 0.241 0.151 0.508 HCM Control Delay,s/veh 10.7 10.6 9.6 12.7 HCM Lane LOS B B A B HCM 95th-tile Q 1.4 0.9 0.5 3 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1 2032 Build Weekday Evening (30% Sensitivity) 3: Elm Street/High Street&Water Street 03/03/2026 Intersection Delay, s/veh 14.8 Intersection LOS B Lane Configurations Traffic Vol`,veh/h 146 54 21 12 60 26 24 191 9 18 142 89 Future Vol,veh/h 146 54 21 12 60 26 24 191 9 18 142 89 Peak Hour Factor 0.64 0.64 064 0.71 0.71 0.71 0.79 0.79 0.79 0.87 0.87 0.87 Heavy Vehicles, % 0 2 0 0 0 0 5 1 0 13 2 0 Mvmt Flow 228 84 33 17 85 37 30 242 11 21i 163 102 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1i Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1i Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay,s/veh 16.7 11.3 14.6 14.5 HCM LOS, C B B B Vol Left, % 11% 66% 12% 7% Vol Thru, % 85% 24% 61% 57% Vol Right:% 4% 10% 27% 36% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 224 221 98 249 LT Vol 24 146 12 18 Through Vol 191 54 60 142 RT Vol 9 21 26 89 Lane Flow Rate 284 345 138 286 Geometry Grp 1 1 1 1 Degree of Util(X) 0.48 0.568 0.241 0.48 Departure Headway(Hd) 6.095 6.054 6.285 6.034 Convergence,Y/N Yes Yes Yes Yes Cap 593 601 571 601 Service Time 4.107 4.054 4.321 4.045 HCM Lane V/C Ratio 0.479 0.574 0242 0.476 HCM Control Delay,s/veh 14.6 16.7 11.3 14.5 HCM Lane LOS B C B B HCM 95th-tile Q 2.6 3.6 0.9 2.6 HCM 7th AWSC Synchro 12 Report DCL VAI Page 1