Loading...
HomeMy WebLinkAbout2019-06-04 Civil Review (Traffic) MDMTRANSPORTATION CONSULTANTS,INC. Planners&Engineers PRINCIPALS Robeftj.Michaud,P.E. TRAFFIC ENGINEER'S CERTIFICATE Daniel J.Mills,P.E.,IYFOE JJAOF To: Enterprise Bank ROBERT J. WCHAUD A CIVIL Re: Proposed Enterprise Bank, 247 Chickering Road (Route 125) No. 38 1 of North Andover, Massachusetts 10 :ZJ Dated: September 23, 2019 The undersigned, Robert J. Michaud, P.E. of MDM Transportation onsultants, Inc., understands that Enterprise Bank is pursuing construction of a new batik branch on land located at 247 Chickering Road in North Andover, MA (the "Project"). This Engineers Certificate is issued to outline requirements and anticipated timelines for Non-Vehicular and Category I Vehicular Access Permits from MassDOT. The entire Project consists of demolition of the existing commercial building on the subject property and construction of a new 3,250 sf Enterprise Bank branch with dual drive-through lanes and approximately 21 surface parking spaces. The subject property borders Chickering Road (Route 125), a State Highway under the jurisdiction of the Massachusetts Department of Transportation(MassDOT). Access/egress to the Site is proposed to remain via two existing curb cuts along Chickering Road; the southern driveway will remain an enter-only driveway and the northern driveway will remain an exit-only driveway. These driveways will be modified for conformance with current MassDOT commercial driveways standards and for consistency with planned roadway improvements by MassDOT along the Chickering Road corridor. The undersigned hereby states as follows, based on its professional and personal knowledge and belief. 1. The Project will require Access Permits under M.G.L. Ch. 81, Section.21, as amended, MassDOT regulations. Specifically, these include a Category I Vehicular Access Permit for proposed modification to existing driveways serving the subject property; a Non-Vehicular Access Permit for the purpose of constructing a water service connection and a sewer service connection to the subject property within the State Highway Layout; and a Drainage Access Permit for purpose of constructing a drainage connection within the State Highway Layout to MassDOT's proposed drainage system. 1 28 Lord Road,Suite 280-Marlborough,Massachusetts 01752 Phone(508)303-0370-Fax(508)303-0371 -www.mdrntrans.coni 2. A Category I Vehicular Access Permit will be filed with MassDOT on behalf of Enterprise Bank within the next 15 business days. Under this Category I Vehicle Access Permit application, physical changes to the driveway intersections with Chickering Road are proposed that are substantially consistent with the Approved Site Plans for the subject property and that are consistent with MassDOT's Chickering Road improvement project. MassDOT is fully informed of the Project as discussed in meetings held at District 4 office on March 25, 2019 and at a pre- construction meeting held at District 4 for the Chickering Road improvement project on September 11, 2019, The Category I Vehicular Access Permit should issue in the normal course, which is anticipated to occur within approximately 90 days of initial application. 3. MDM Transportation Consultants,Inc. has conducted a pre-filing consultation with MassDOT District 4 staff on March 25, 2019 and September 11, 2019 in preparation for a Category I Vehicular Access Permit filing, During this consultation, a detailed discussion of Permit requirements relative to the Category I Vehicular Access Permit ensued including compliance with MassDOT's Standard Operating Procedure(S.O.P.)No. HMD-02-02-2-000"Connection or Discharge to any MassDOT Drainage System". Provisions under this S.O.P. cite the need for a Non-Vehicular Access Permit for purposes of connecting the Site to the MassDOT drainage system, and which serves as a prerequisite to issuance of a Category I Vehicular Access Permit. MassDOT S.O.P No. HMD-02-02-2-000 specifically states "As defined in 720 CMR 13.00 and MassDOT's S.O.P. No. FIMD-60-02-3- 000, any connection to or discharge to any MassDOT drainage system (in cases where it can be shown that no practical alternative exists), requires the issuance of a Non-vehicular Access Permit." Upon review of the Site Plans and associated drainage mitigation summary prepared by GPI and dated August 16, 2019 (submitted herewith)and as discussed with MassDOT District 4 staff on September 11, 2019 we anticipate that sufficient evidence is provided in the Application to demonstrate that"no practical alternative exists" for this drainage connection. The GPI drainage mitigation summary indicates that storm water features for the Site result in a reduction in peak runoff rates relative to existing levels,increases on-site recharge rates from roof drains,improves on-site water quality, and is subject to an operation and management plan. 4. MDM will concurrently file the requisite Non-Vehicular Access Permit Applications for the proposed drainage connection to MassDOT's Chickering Road system and proposed water/sewer connections and anticipates the Non-Vehicular and Category I Vehicular Access Permit will issue in the normal course, which is anticipated to occur within approximately 90 days of initial application. 5. 1 know of no reason why the above described Category I Vehicular Access Permit would not be issued. I also know of no reason why the above described Non- Vehicular Access Permit would not be issued. 2 MDM A N I hereby certify to Enterprise I3a at t 1e ab e information is true and correc after due inquiry. � w Name: Robert J. Michaud, P.E. Title: Managing Principal MDM Transportation Consultants, Inc. .Date: 3 M API _ n_���er�� `--= Engineering Design Planning Construction Management August 16,2019 Robert J.Michaud, P.B. MDM Transportation Consultants, inc. 28 Lord Road, Suite 280 Marlborough, MA 01752 Re: Drainage Mitigation Summary Proposed Enterprise Bank 247 Chickering Road North Andover, MA Dear Bob: On behalf of our client, Enterprise Bank, the following information is provided in response to the request by MassDOT District 4 regarding the stormwater mitigation proposed for the above referenced project. The existing parcel of land is 24,952-sf In size, fully developed with paved parking areas and currently occupied by the Bulger Animal Hospital. The site is bounded by Chickering Road (Route 125)to the west,the 99's restaurant and parking lot to the north and east and wooded land and wetlands to the south. No stormwater controls currently exist onsite, all runoff drains as sheet and shallow concentrated flow to the Chickering Road closed drainage system. Enterprise Bank is proposing to construct a 3,250-sf single story bank building with drive-up services and a parking lot with 20 spaces. The redevelopment of this site will result In a decrease in impervious cover, from 87.3% existing to 68.6% proposed. In accordance with both Town and State requirements, an on-site stormwater management system was designed to treat the stormwater runoff and mitigate the post-development peak rate and volume of runoff. A standard closed drainage system consisting of deep sump, hooded catch basins connecting to a First Defense hydrodynamic separator is proposed within the northern portion of the site to collect runoff from the parking lot and drive-up lanes,This system is designed to capture and pretreat runoff prior to discharge into the Chickering Road closed drainage system. Along the southern portion of the site,two Filterra tree box filters are Proposed to collect and treat the runoff from the remaining parking lot areas. In front of the building, an underground roof infiltration system consisting of arch chambers will provide groundwater recharge of the rooftop runoff. Prior to the design of the onsite stormwater system, test pits were performed to determine the depth to seasonal high water and soil conditions, Based on the results of the test pits along with the proposed site grades and available space around the site,the only feasible location for groundwater recharge is in front of the building. Where the existing grade rises towards the back of the property, we cannot meet the groundwater separation required for stormwater infiltration practices. A Stormwater Management Report was prepared (copy attached) and includes a pre-and post-development drainage analysis. The results of that analysis indicate that for the 2, 10 and 100-year storms there will be a decrease in the peak rate of runoff going to the Chickering Road closed drainage system. Greenman-Pedersen,Inc. 44 Stiles Road,Suite One Salem,NH 03079 p 603-893-0720 An Equal Opportunity Employer , Drainage Mitigation Summary Enterprise Bank, 247 Chickering Road Forth Andover, MA August 16, 2019 Page 2 Design Storm Pre-development Post-Development Change (peak runoff rate (peak runoff rate DESIGN POINT#1 Chickerin q RdlRoute 126 2- ear 2.1 1.6 -0.5 10- ear 3A 3.1 -0.3 100.Lear 6.5 6.1 1 -0.4 (Alf values shown are peak rates in CFS,cubic feet per second) In addition, by reducing the on-site impervious cover and providing groundwater recharge of the roof runoff, there will also be a reduction In the volume of runoff leaving the site. Design Storm Pre-Development Post-Development Change runoff volume runoff volume DESIGN POINT"41 (Chic ring RdlRoute 125 2-year 6,809 5,962 -847 13% 10- ear 11,277 10,290 -987 9% 100- ear 22,269 21,133 -1,136 5% (All values shown are peak rates in CF,cubic feet) As requested by MassDOT, alternative drainage dischargeltie-in locations were investigated. Site grades make discharge to the wooded area to the south of the site infeasible, plus, this is within close proximity to a wetland. There is a closed drainage system within the 99 Restaurant parking lot however, a connection to that system was deemed infeasible. Representatives of the 99 expressed concerns to Enterprise Bank over the age of their system(approximately25-yrs old),belief that there is no available additional capacity to handle additional runoff from the Enterprise Bank development, and the fact that the 99 parking lot was just paved for the first time in 25 years. In summary, we believe that based on the inability to connect to the 99 Restaurant's drainage system, the limited capacity to provide onsite stormwater recharge,the signifi cant improvement to the onsite drainage design through the BMP's that have been implemented, and the reduction in peak rate and volume of runoff to the Chickering Road drainage system, that all steps that could be taken, have been taken to mitigate the impact that the stormwater runoff will have on the MassDOT drainage system. Sincerely, Greenman-Pedersen,Inc. David R.Jordan, P.E., P.L.S., I-EED AP Senior Project Manager MDMTRANSPORTATION CONSULTANTS,INC, _111anners&5-ig-ineers PRINCIPAL'S Robert).Michaud,P.E. TRAFFIC ENGINEER'S CERTIFICATE Daniel J.Mills,RE.,IYFOL W OF To: Enterprise Bank ROBER MICHA D X."A Re: Proposed Enterprise Bank, 247 Chickering Road(Route 125) CIVIL North Andover, Massachusetts No. 3 101 Dated: September 23,2019 The undersigned, Robert J. Michaud, P.E. of MDM Transportation onsultants, Inc., understands that Enterprise Bank is pursuing construction of a new bank branch on land located at 247 Chickering Road in North Andover, MA (the"Project"). This Engineers Certificate is issued to outline requirements and anticipated timelines for Non-Vehicular and Category I Vehicular Access Permits from MassDOT. The entire Project consists of demolition of the existing commercial building on the subject property and construction of a new 3,250 sf Enterprise Bank branch with dual drive-through lanes and approximately 21 surface parking spaces. The subject property borders Chickering Road (Route 125), a State Highway under the jurisdiction of the Massachusetts Department of Transportation(MassDOT). Access/egress to tile Site is proposed to remain via two existing curb cuts along Chickering Road; the southern driveway will remain an enter-only driveway and the northern driveway will remain an exit-only driveway. These driveways will be modified for conformance with current MassDOT commercial driveways standards and for consistency with planned roadway improvements by MassDOT along the Chickering Road corridor. The undersigned hereby states as follows,based on its professional and personal knowledge and belief. 1. The Project will require Access Permits under M.G.L. Ch. 81, Section 21, as amended, MassDOT regulations. Specifically, these include a Category I Vehicular Access Permit for proposed modification to existing driveways serving the subject property; a Non-Vehicular Access Permit for the purpose of constructing a water service connection and a sewer service connection to the subject property within the State Highway Layout; and a Drainage Access Permit for purpose of constructing a drainage connection within the State Highway Layout to MassDOTs proposed drainage system. 28 Lord Road,Suite 280 -Marlborough,Massachusetts 01752 Phone(508)303-0370-Fax(508)303-0371 *www.mdmtrans.com 2. A Category I Vehicular Access Permit will be filed with MassDOT on behalf of Enterprise Bank within the next 15 business days. Under this Category I Vehicle Access Permit application, physical changes to the driveway intersections with Chickering Road are proposed that are substantially consistent with the Approved Site Plans for the subject property and that are consistent with MassDOT's Chickering Road improvement project. MassDOT is fully informed of the Project as discussed in meetings held at District 4 office on March 25, 2019 and at a pre- construction meeting held at District 4 for the Chickering Road improvement project on September 11, 2019, The Category I Vehicular Access Permit should issue in the normal course, which is anticipated to occur within approximately 90 days of initial application. 3. MDM Transportation Consultants,Inc.has conducted a pre-filing consultation with MassDOT District 4 staff on March 25, 2019 and September 11, 2019 in preparation for a Category I Vehicular Access Permit filing, During this consultation, a detailed discussion of Permit requirements relative to the Category I Vehicular Access Permit ensued including compliance with MassDOT's Standard Operating Procedure(S.O.P.)No. HMD-02-02-2-000"Connection or Discharge to any MassDOT Drainage System". Provisions under this S.O.P. cite the need for a Non-Vehicular Access Permit for purposes of connecting the Site to the MassDOT drainage system, and which serves as a prerequisite to issuance of a Category I Vehicular Access Permit. MassDOT S.O.P No. HMD-02-02-2-000 specifically states "As defined in 720 CMR 13,00 and MassDOT's S.O.P. No, HMD-60-02-3- 000, any connection to or discharge to any MassDOT drainage system (in cases where it can be shown that no practical alternative exists), requires the issuance of a Non-vehicular Access Permit." Upon review of the Site Plans and associated drainage mitigation summary prepared by GPI and dated August 16, 2019 (submitted herewith)and as discussed with MassDOT District 4 staff on September 11, 2019 we anticipate that sufficient evidence is provided in the Application to demonstrate that"no practical alternative exists"for this drainage connection. The GPI drainage mitigation summary indicates that storm water features for the Site result in a reduction in peak runoff rates relative to existing levels,increases on-site recharge rates from roof drains, improves on-site water quality,and is subject to an operation and management plan. 4. MDM will concurrently file the requisite Non-Vehicular Access Permit Applications for the proposed drainage connection to MassDOT's Chickering Road system and proposed water/sewer connections and anticipates the Non-Vehicular and Category I Vehicular Access Permit will issue in the normal course, which is anticipated to occur within approximately 90 days of initial application, S. 1 know of no reason why the above described Category I Vehicular Access Permit would not be issued. I also know of no reason why the above described Non- Vehicular Access Permit would not be issued, 2 MDM a I hereby certify to EnterprisZaV t e ab e information is true and corr inquiry. Dame: Robert I Michaud, P.E. Title: Managing Principal MUM Transportation Consultants, Inc. Date: '' 3 MDM dWPOGi§A=GPIUi� Engineering Design Planning Construction Management August 16,2019 Robert J.Michaud, P.E. MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA 01752 Re: Drainage Mitigation Summary Proposed Enterprise Bank 247 Chickering Road North Andover, MA Dear Bob: On behalf of our client, Enterprise Bank, the following information is provided in response to the request by MassDOT District 4 regarding the stormwater mitigation proposed for the above referenced project, The existing parcel of land is 24,952-sf In size, fully developed with paved parking areas and currently occupied by the Bulger Animal Hospital. The site is bounded by Chickering Road (Route 126)to the west,the 99's restaurant and parking lot to the north and east and wooded land and wetlands to the south. No stormwater controls currently exist onsite, all runoff drains as sheet and shallow concentrated flow to the Chickering Road closed drainage system. Enterprise Bank is proposing to construct a 3,250-sf single story bank building with drive-up services and a parking lot with 20 spaces. The redevelopment of this site will result in a decrease in impervious cover, from 87.3% existing to 68.6% proposed. In accordance with both Town and State requirements, an on-site stormwater management system was designed to treat the stormwater runoff and mitigate the post-development peak rate and volume of runoff, A standard closed drainage system consisting of deep sump, hooded catch basins connecting to a First Defense hydrodynamic separator is proposed within the northern portion of the site to collect runoff from the parking lot and drive-up lanes.This system Is designed to capture and pretreat runoff prior to discharge into the Chickering Road closed drainage system. Along the southern portion of the site,two Filterra tree box fitters are proposed to collect and treat the runoff from the remaining parking lot areas. In front of the building, an underground roof infiltration system consisting of arch chambers will provide groundwater recharge of the rooftop runoff. Prior to the design of the onsite stormwater system, test pits were performed to determine the depth to seasonal high water and soil conditions. Based on the results of the test pits along with the proposed site grades and available space around the site,the only feasible location for groundwater recharge is in front of the building. Where the existing grade rises towards the back of the property, we cannot meet the groundwater separation required for stormwater infiltration practices. A Stormwater Management Report was prepared (copy attached) and includes a pre-and post-development drainage analysis. The results of that analysis indicate that for the 2, 10 and 100-year storms there will be a decrease in the peak rate of runoff going to the Chickering Road closed drainage system. Greenman-Pedersen,Inc. 44 Stiles Road,Suite One Salem,NH 03079 p 603.893-0720 An Equal Opportunity Employer Drainage Mitigation Summary Enterprise Bank,247 Chickering Road North Andover, MA August 16, 2019 Page 2 Design Storm Pre-Development Post-Development Change (peak runoff rate) (peak runoff rate D1=SIGN POINT#7 Chickerin Rd/Route 125 2-year 2.1 1.6 -0.5 10- ear 3.4 3.1 -0.3 1 00- ear 6.5 6.1 -0.4 (Ail values shown are peak rates In CFS,cubic feet per second) In addition, by reducing the on-site Impervious cover and providing groundwater recharge of the roof runoff, there will also be a reduction in the volume of runoff leaving the site. Design Storm Pre-Development Post-Development Change runoff volume runoff volume DESIGN POINT#1 (Chic ring Rd/Route 126 2-year 6,809 5,962 -847 13% 10- ear 11,277 10,290 -987 9% 1 00- ear 22,269 21,133 -1,136 5% (All values shown are peak rates in CF,cubic feet) As requested by MassDOT, alternative drainage discharge/tie-in locations were investigated. Site grades make discharge to the wooded area to the south of the site infeasible, plus, this is within close proximity to a wetland. There is a closed drainage system within the 99 Restaurant parking lot however, a connection to that system was deemed infeasible. Representatives of the 99 expressed concerns to Enterprise Bank over the age of their system(approximately 25-yrs old),belief that there is no available additional capacity to handle additional runoff from the Enterprise Bank development, and the fact that the 99 parking lot was just paved for the first time In 25 years. In summary, we believe that based on the inability to connect to the 99 Restaurant's drainage system, the limited capacity to provide onsite stormwater recharge,the significant improvementto the onsite drainage design through the BMP's that have been implemented, and the reduction in peak rate and volume of runoff to the Chickering Road drainage system, that all steps that could be taken, have been taken to mitigate the impact that the stormwater runoff will have on the MassDOT drainage system. Sincerely, Green�man-Pedersen, Inc. David R. Jordan, P.E., P.L.S., I-EED AP Senior Project Manager MDMTRANSPOUATION CONSULTANTS,INC. Planners&Engineers PRINCIPALS Robert J.Michaud,P.E. Ronald D.Desrosiers,P.E.,PTOE Daniel J.Mills,P.E.,PTOE EXECUTIVE SUMMARY DATE: May 20, 2019 TO: Mr. Luke M.Bouchard Senior VP, Facilities Director Enterprise Bank 222 Merrimack Street Lowell,MA 01852 A FROM: Robert J. Michaud,P.E.—Managing Principal Daniel A.Dumais,P.E.—Senior Project Manager RE: Proposed Drive-In Bank 247 Chickering Road(Route 125/133),North Andover,Massachusetts MDM Transportation Consultants, Inc. (MDM) has prepared this executive summary to supplement the traffic impact assessment dated May 20, 2019 for a proposed Drive-In Bank development to be located at 247 Chickering Road (Route 125/133) in North Andover, Massachusetts. The location of the site relative to adjacent roadways is shown in Figure 1. The site consists of approximately 0.57±acres of land currently occupied by a 7,565 sf Bulger Veterinary Hospital building with a 36-space parking lot. Under the proposed Site programming the existing building would be removed and replaced with a 3,250 sf bank with dual drive-through lanes. Access/egress to the Site is proposed to remain via two existing curb cuts along Chickering Road;the southern driveway will remain an enter-only driveway and the northern driveway will remain an exit-only driveway. The Site will be supported by approximately 21 on-site parking spaces. The preliminary site layout prepared by MHF Design Consultants,Inc.is presented in Figure 2. In summary, adequate capacity is available along Chickering Road to accommodate the traffic increases that may occur at the Site. Relative to the historical Veterinary hospital use of the site, the project is expected to generate a net increase of 36 vehicle trips or less during peak hours. This represents a modest net traffic increase in traffic activity relative to historic site use which will not materially impact traffic flow on area roadways. Additionally, approximately 47% of trips generated by the project will be drawn from the existing traffic stream ("pass-by" trips) and no material change in vehicle delays or operations are anticipated at the study intersections. Provision of a drive-thru facility is likely to generate 30% of the Bank activity. The maximum queue is expected to be approximately 3 vehicles for the Bank. 28 Lord Road,Suite 280- Marlborough,Massachusetts 01752 Phone(508)303-0370- Fax(508)303-0371 -www.indintrans.corn Traffic ImpacI Ass evsnrent North Andover,Massachusetts c 133 125 r , 0 r 0 a s � l n r , Y ".icy d a Q M1 U i0or U r t r ar i33 a North :stud Locations Scale:: Not to Scale Figure 1. MDMTRANSPORTATION I ION CONSULTANTS,INC. Planners&E a tgincers Site Location Date!February 2019 Dwg No.1021 T IA.dwg Copyright 0 by MDM Transportation Consultants,Inc.All righLs reserved. Traffic Impact Assessment earth Andover Massachusetts ` 6fe46 LOT I tee; t G 2 F - — € F .T='Rom. is e=a raa ' s MC e > 25 — r j a, MP. ! s. , -- . _ 3= Fv _ - 1-STORY,B#3�C ice,. €;' W -ROW - �� 'v.. ten= r —Psm vs-- - - A i c @* Chickering Road — �- (Route 125) — Norm F Scale:Not to Seale b Site PlanSource:VIH Design F Desi Consultants,Inc. Figure 2 MDMTRANSPORTATION CO\S J.T ANTS,INC, Planners&Engineers Preliminary Site Plan Date:May 2019 Dwg No.1021`?'IA.dwl; Copyright 0 by MDM Transportation Cnnsnl',anM Inc. All rights reserved. MDM recommends the following access and on-site circulation improvements to enhancements operations, safety, and on-site traffic flow: ui Signs and Pavement Markings, A STOP sign (R1-1) and STOP line pavement marking should be installed on the exit driveway approach to Chickering Road. Likewise, a Do Not Enter sign (R2-1) should be installed on the exit driveway and a One-Way sign (R6-1) and pavement markings should be installed on the entrance driveway. The signs and pavement markings shall conform to Manual on Uniform Traffic Control Devices (MUTCD) standards. o Pedestrian Acconnnodation. The Site Plan incorporates sidewalks that connect the proposed building entrances with the parking areas. The Proponent proposes a sidewalk connection to the future sidewalk to be provided by MassDOT along Chickering Road. o Bicycle Anienifies. The Proponent should incorporate bicycle racks within the property near the buildings entranceways to encourage and facilitate this mode of transportation to/from the Site. Ei Maintain Clear Driveway Siglit Lines. New plantings (shrubs, bushes) and Structures (walls, fences, etc.) should be designed and maintained at a height of 2 feet or less above the finished driveway elevation within the sight triangle areas to provide unobstructed visibility to oncoming vehicles, Ei Design Vehicle Acconnnodaf ions. The site has been designed to provide adequate maneuvering area for the anticipated single La-tit delivery vehicle, Likewise, the largest potential responding vehicle (ladder truck) can access and maneuver around the site with minor encroachment of the overhanging ladder. The project site driveways are subject to a MassDOT Highway Access Permit and final site design should accommodate the largest anticipated delivery vehicle for the bank. In summary, MDM finds that incremental traffic associated with the proposed development is not expected to materially impact operating condition-, at the study intersections. The study intersections exhibit below-average crash rates based on historic crash data; safety countermeasures are therefore not warranted. Likewise, the available sight lines at the Site Driveway intersections with Chickering exceed the recommended sight line requirements from AASHTO. Implementation of access/egress improvements and proposed pedestrian improvements will establish a framework of minimizing Site traffic impacts by encouraging non-motorized travel modes and pedestrian accommodation that is compatible with other projects in the area. 2 MDM GAProjects\1021-NortliAii(lover(MIH,)\Doctiiiieiits\1021 MRO I—Executive Summary.doc f TRANSPORTATION CONSULTANTS, INC. MDMPlanners&s Engineers I'RiNC1PALS Robert J.Michaud,P.E. Ronald D.Desrosiers,P.E.,PTOE Daniel J.Mills,P.E.,PTOE MEMORANDUM DATE: May 20, 2019 TO: Mr. Luke M. Bouchard Senior VP,Facilities Director Enterprise Bank 222 Merrimack Street Lowell,MA 01852 FROM: Robert J. Michaud,P.E.—Managing Principal —' Daniel A.Dumais,P.E.—Senior Project Manager RE: Proposed Drive-In Bank 247 Chickering Road (Route 125/133), North Andover,Massachusetts MDM Transportation Consultants, Inc. (MDM) has conducted this traffic impact assessment (TIA) for a proposed Drive-In Bank development to be located at 247 Chickering Road (Route 125/133) hi North Andover, Massachusetts. The location of the site relative to the adjacent roadway network is shown in Figure 1. This TIA provides a primary summary of the baseline traffic conditions at the Site and adjacent roadways/ intersections, evaluates historical and projected trip generation, quantifies incremental traffic impacts of the Site development on area roadways, evaluates safety-related conditions at key study locations that provide access to the Site, and provides a review of drive-through queue estimates. Key findings of the assessment are as follows: ❑ Baseline Traffic Volumes. The daily traffic volume on Route 125/133 to the south of Massachusetts Avenue is approximately 16,280 vehicles per day (vpd) on a weekday and 12,850 vpd on a Saturday. Peak hour traffic flow on Route 125/133 ranges from approximately 1,199 to 1,432 vehicles per hour (vph) representing approximately 7 to 10 percent of daily traffic flow. The travel patterns during a weekday are highly consistent with commuter related travel patterns. ❑ Safety Characteristics. A review of the crash data indicated that no immediate safety countermeasures are warranted based on the crash history at the study intersections. Likewise, available sight lines at the site driveway intersections with Chickering Road exceed the sight line requirements published by AASHTO. 28 Lorca Read,Suite 280 •Marlborough,Massachusetts 01.752 Phone(508)303-0370• Fax(508)303-0371 •www.nidmtrans.coin Traffic Impact Assessment North Andover,Massachusetts 133 125 r ti 4 d C Ep, CI , r- i 125 North Study (Locations Scale:: Not to Scale Figure 1 MDMTRANS(OR'"rA'IION CONSULTANTS,INC. Planners&Eligincers Site Location Date:February 2019 Dwg No.1o21'rfA,dwg Copyright 0 by MDM Transportation Consultants,Inc.All rights resmed. ❑ Trip Generation. Based on ITE methodology the proposed Bank is estimated to generate approximately 31 vehicle trips (18 entering and 1.3 exiting) during the weekday morning peak hour, 66 vehicle trips (33 entering and 33 exiting) during the weekday evening peak hour and 86 vehicle trips (44 entering and 42 exiting) during the Saturday midday peak hour. Compared to the existing use of the Site as a. Veterinary Hospital, the proposed drive-in bank development plan results in a net reduction of approximately 1 vehicle trips during the weekday morning peak hour, an increase of approximately 20 vehicle trips during the weekday evening peak flour and a modest increase of approximately 36 vehicle trips during the Saturday midday peak hour relative to historical site uses. Additionally, average pass-by rates for the a Drive-In Bank are estimated at 47%,which represents the portion of site-generated trips that is drawn from the existing traffic stream and that is not"new" traffic to area roadways. • Adegttate Capacity. The proposed development is expected to have minimal impact on the study area intersections and will not result in any notable changes in traffic operations in the study area relative to No-Build conditions. • Adequate Drive-Tint Storage. The projected peals hour drive-thru trip activity is estimated at approximately 30`/a (1.3 drive-thru trips) during the critical Saturday midday peak hour resulting in a maximum estimated queue of 3 vehicles which will have no impact to site access,circulation or parking. In summary, adequate capacity is available along Chickering Road to accommodate the traffic increases that may occur at the Site. Relative to the existing Veterinary hospital use of the site, the proposed bank use is expected to modest increase in vehicle trips during the peak hours. Additionally, approximately 47% of trips generated by the project will be drawn from the existing traffic stream ("pass-by" trips) and no material change in vehicle delays or operations are anticipated at the study intersections. Provision of a drive-thru facility is likely to generate 30`/a of the Bank activity. The maximum queue is expected to be approximately 3 vehicles for the Bank. Access and on-site circulation improvements are provided under Recotntnendation and Conclusions to enhance operations,safety,and on-site traffic flow. PROJECT DESCRIPTION The site consists of approximately 0.57±acres of land located along the eastern side of CI-tickering Road (Route 1.25/133). The existing Site includes the 7,565 sf Bulger Veterinary Hospital with a 36 space parking lot. Under the proposed Site programming the existing building would be removed and replaced with a 3,250 sf bank with dual drive-through lanes. Access/egress to the Site is proposed to remain via two existing curb cuts along Chickering Road; the southern driveway will remain an enter-only driveway and the northern driveway will remain an exit-only driveway. The Site will be supported by approximately 21 on-site parking spaces. The preliminary site layout prepared by MHF Design Consultants, Inc. is presented in Figure 2. Page 2 G:\Projects\1021-North Andover(MHF)\Docuiments\1021 MR01_Final.doc M M Traffic,Impact Assessment North Andover,Massachusetts « 3 .aiala' eh' ^`-E7t St§I-TYF. tt 5.0'R''iV2 YAF.21 ZULDM' .: �..._ -: Rmwo-.t� � 46 LOT 4 24.952 SQ.Ft. 200.00'_ _ 0.573 Ac-t 7PRO-,CONS I t 1 S•N n wF afi t0I 103 PAD a It t0 Q TOT +R F _i n'� NIF' t04e CROSS Y4 E0'Sam YnR:Z t-'Y?, w T CCFtEY C t,E t�3tfSG R"S:C#fit j/! a:Lr _ i jj ~ V:t rrr H _ PReQ +F (RESZVM.L 1 3STRKt) LW is LOT 3 -- - b - 1 / f3` aYR -p a5'R Nr 93 RLSER :2C I --4 SKO MWE I t t - i • 50`tq 2 E 6552 RAC 25 r^-- asT r zt I �! g J a,h o STACKM N0 tRcsOaryv.3 tas;ra,-r} sa..ro w _ j use 's:rm.c vat, POSED 3 SF _ ww sas3} (Ti vExtr� w/DRfVE nM u PROP.SIX 71 PZ— Re75.00' .R:-a 21 R Ixxc N1258723'E - - as j12'S623'E - - 512'56'23`k e_ --- By Chickering Road (Route 125)7-7 : — ——— — — — - - -- - �= --- ---® North Site P1anSource: MHF Design Consultants Inc. Scale: Not to Scale a a Ficrure 2 TRANSPORTATION CONSULTANTS,TS,INC. b ' �.� Planners&Engineers Preliminary Site Plan Date:May 22019 Dwg No.1021 TIA.dwg Copyright 0 by MDM Transportation Consultants,Inc. All rights resmcd. BASELINE TRAFFIC&SAFETY CHARATERISTICS An overview of roadway classification and geometric characteristics is provided below for the adjacent study roadway. Chickering Road(Route 1251133) Adjacent to the Site, Chickering Road (Route 125/133) is a two-lane,north-south roadway under MassDOT jurisdiction and is classified by the Massachusetts Department of Transportation (MassDOT) as an Urban Minor Arterial roadway. The roadway connects 1-495 in the Town of Haverhill to the north and to Route 114 to the south. Pavement markings include a double yellow centerline, single white edge lines and turn lane markings at it major intersections. Sidewalks are provided along the western side of the roadway. Land use along Chickering in the immediate study area is includes Heritage Green residential buildings, a 99 Restaurant and a Veterinary Hospital(Site). Baseline Traffic Data Traffic volume data were collected at the primary study area intersections during the weekday morning (7:00 AM-9:00 AM), weekday everting (4:00 PM — 6:00 PM), and Saturday midday (11:00 AM—1:00 PM) periods to coincide with peak traffic activity of the proposed uses and the adjacent streets. Review of MassDOT permanent count station data indicates that January and February are below average traffic months (approximately 8 percent below average in January and approximately 5 percent below average in February).Thus, the weekday traffic counts were adjusted by 8% (increase) and the Saturday traffic counts were adjusted by 5% (increase) to represent average conditions. The weekday morning, weekday evening and Saturday midday peak hour traffic volumes for the study intersections are shown in Figure 3 and Figure 4, Traffic count data and MassDOT permanent count station data are provided in the Attachments. Daily Traffic Volumes Daily traffic volumes were collected as part of this report on Chickering Road in the vicinity of the Site using a video automatic traffic recorder (ATR) in January and February 2019 is summarized in Table 1. Detailed count data including vehicular and bicycle volumes are provided in the Attachments. Page 3 G:\Projects\1021-North Andover(MHF)\Documents\1021 MR01—Final.doc M D M Traffic Impact Assessment North Andover,Massachusetts 133 125 00 8 5 Site Driveway 4 S=IT E Site Driveway t r 00 133 125 an M 0 Weekday Morning Peak Hour my1 33 125 21 Site Driveway LO t 04 (0 — 4 0) Site Driveway t r 4 U) 0) —j— F13 3] 11251 Cn V .0 M NOTES: C: 0 NEGL. = Negligible North Weekday Evening Peak H Scale: Not to Scale Erl TRANSPORTAT ION CONSUL TAN'rs,INC, Figure 3 MDMPlanners&Engineers 2019 Existing Conditions Weekday Peak Hour Volumes Date:February 2019 Dwg No.1021 TIAS.dwg Copyright Cl by MDMI'tansporlation Consultants,Ine.All rights reserve& Traffic Impact Assessnlelrt North Andover; Massachusetts i an c w sc M :c o U IY 133 Y125 N W 18 r-- 7 Site Driveway 00 tD ,— o Site Driveway tr '50 to T n�25 ar-a c x U U North NOTES: Scan: Not to Scats NEGL. = NegligibleTRANSPORTATION CONS ULTAN'rs,INC. Saturday Midday Peak Hour FigureMDM 4 P1anmrs&Engineers 2019 Existing Conditions Saturday Midday Peak Hour Volumes Date:Februmy 2019 '.... Dwg No.1021 TIAS.dwg Copyright<c7 by NIUM Transportation Consultants,Inc.All rights reseed. TABLE 1 EXISTING TRAFFIC VOLUME SUMMARY ROUTE 125/133 SOUTH OF MASSACHUSETTS AVENUE ----------- Peak Hour Daily Percent Peak Hour Peak Flow Directional Time Period Volume(vpd)' Daily'FraffiC2 Volume(vph)3 Direction' Volurne(Vpll)4 Weekday Morning Peak Hour 16,280 7% 1,199 66%SB 787 Weekday Evening Peak Hour 16,280 9% 1,432 59%NB 852 Saturday Midday Peak Hour 12.850 10% 1,249 54%SB 673 ................................. 'Two-way daily traffic expressed in vehicles per day without seasonal adjustment, 2'rhe percent of daily traffic that occurs during the peak hour, 3Two-way peak-hour volume expressed in vehicles per hour. 4NB-Northbound,SB=Southbound As summarized in Table 1, the weekday daily traffic volume on Route 125/133 to the south of Massachusetts Avenue is approximately 1.6,280 vehicles per day (vpd) on a weekday and 12,850 vpd on a Saturday. Peak hour traffic flow ou Route 125/133 ranges from approximately 1,199 to 1,432 vehicles per hour (vph) representing approximately 7 to 10 percent of daily traffic flow. The travel patterns during a weekday are highly consistent with commuter related travel patterns. Observed Travel Speeds Vehicle speeds were obtained for the Chickering Road northbound and southbound travel direct-ions using a radar-equipped ATR in January and February 2019. Table 2 summarizes the average and 8511,percentile speeds for Chickering Road adjacent to the Site. This speed data provides a basis for determining appropriate sight lines for the proposed driveway. Field data are provided in the Attachments. TABLE, 2 SPEED STUDY RESULTS CHICKERING ROAD SOUTH OF MASSACHUSETTS AVENUE Travel Speeds ------- ........ Travel Direction Posted, Meant 851h Percentile, Northbound 40 37 42 Southbound 40 35 40 'Posted Speed Limit(mph) 2Arithmetic mean(mph) 3The speed at or belo%v which 85 percent of the vehicles are traveling Page 4 G:\Projects\1021-North Andover(1\4F1F)\D0CL1nients\1021 W01-Final.doc MDM As summarized in Table 2, the mean (average) travel speed on Chiekering Road traveling northbound is 37 mph and the 85th percentile travel speed is 42 mph. In the Southbound direction, the mean travel speed is 35 mph and the 85th percentile travel speed is 40 mph. The speed data is highly consistent with the posted regulatory speed limit and will be used for the sight line review in the subsequent section of this report. Intersection Crash History In order to identify crash trends and safety characteristics for study area intersections, crash data were obtained from MassDOT for the Town of North. Andover for the three-year period covering 2014, 2015, and 2016 (the most recent data currently available from MassDOT). A summary of the crash data with crash rates for the study intersections with reported crashes is provided in Table 3 with detailed data provided .in the Attachments. Crash rates were calculated for the study intersections as reported in. Table 3. These rates quantify the number of crashes per million entering vehicles. MassDOT has determined the official District 4 (which includes the Town of North Andover) crash rate to be 0.57 for unsignalized intersections. This rate represents MassDOT's "average" crash experience for District 4 communities and serves as a basis for comparing reported crash rates for the study intersections. Where calculated crash rates notably exceed the district average, some form of safety countermeasures may be warranted. A review of Highway Safety Improvement Project (HSIP)locations was also conducted. Page 5 Q\1'rojects't 1021-North Andover(M11F)\Documents\1021 MR01,_Final.doc M D M TABLE INTERSECTION CRASH SUMMARY 2014 THROUGH 20161 STUDY LOCATION -------------------Chickering Road at Data Category Site Driveways(#247) Traffic Control Unsignalized Crash Rate' 0.20 MassDOT Avg.Rate3 0.57 Year: 2014 1 2015 2 2016 1 Total 4 Type: Angle 0 Rear-End 2 He,ad-On 0 Sideswipe 1 Single Vehicle I Other/Unknown 0 Severity: P.Damage Only 2 Personal Injury 2 Fatality 0 Coiiditiojis: Dry 3 Wet 1 Snow 0 Tbiie: 7:00 to 9:00 AM 4:00 to 6:00 PM Rest of Day 3 1,9ource:MissDOT Crash Database 'Crashes per million entering vehicles 3District 4 Average Crash Rate Page 6 G:\Projects\1021-North Andover(MHF)\Docunrents\1021 MROIJinal.doe MDM As summarized in Table 3, a total of four (4) crashes were reported near the Site Driveway unsignalized intersections with Chickering Road. The resulting crash rate of 0.20 is lower than the District 4 average. The reported crashes included one (1) angle/ sideswipe type collision; two (2) rear-end type collisions, and one (1) single vehicle collision with a deer. The majority (93%) of the crashes resulted in property-damage only, No fatalities or pedestrian-related incidents were reported during the study period. In summary,based on extensive review of MassDOT crash data, the site driveways experience a crash rate that is below the MassDOT District 4 average and are not listed as an HSIP location. No additional safety countermeasures are warranted based on the review of the crash records and associated crash rates. Sight LineEvaluation An evaluation of sight lines was conducted at the proposed site driveway locations to ensure that minimum recommended sight lines are available to safely exit onto Chickering Road. The evaluation documents existing sight lines for vehicles as they relate to Chickering Road with comparison to recommended guidelines for the regulatory speed limit. The American Association of State Highway and Transportation Officials' (AASHTO) standards' reference two types of sight distance which are relevant at the site driveway intersections on Chickering Road: stopping sight distance (SSD) and intersection sight distance (ISD). Sight lines for critical vehicle movements at the proposed site driveway intersections with Chickering Road were compared to minimum SSD and ISD for the regulatory speed limit in the Site vicinity. Stopping Sight Distance Sight distance is the length of roadway visible to the motorist to a fixed object. The minimum sight distance available on a roadway should be sufficiently long enough to enable a below- average operator, traveling at or near a regulatory speed limit, to stop safely before reaching a stationary object in its path, in this case, a vehicle exiting the site driveways onto Chickering Road. The SSD criteria are defined by AASHTO based on design and operating speeds, anticipated driver behavior and vehicle performance, as well as physical roadway conditions. SSD includes the length of roadway traveled during the perception and reaction time of a driver to an object, and the distance traveled during brake application on wet level pavement. Adjustment factors are applied to account for roadway grades where applicable. I A policy an Geometric Design of Highways and Sirects,American Association of State Highway and Transportation Officials (AASHTO),2011. Page 7 G:\Projects\1021.North Andover(MHF)\D0CUrnents\1021 MR01.,.Final.doe MDM SSD was estimated in the field using AASHT0 standards for driver's eye (3.5 feet) and object height equivalent to the taillight height of a passenger car (2.0 feet) for the northbound and southbound Cl-tickering Road approaches to the proposed site driveways. Table 4 presents a Summary of the available SSD for the Chickering Road approaches to the site driveways and AASHTO's recommended SSD for the regulatory and observed travel speeds. TABLE STOPPING SIGHT DISTANCE SUMMARY CHICKERING ROAD APPROACHES TO SITE DRIVEWAYS AASHT0 Recommended, Approach/ Regulatory 85th Percentile Travel Direction Available SSD Speed Liruit2 Observed Travel Speed3 Proposed Northern Drivmay(Exit-Oily) Northbomid >500 Feet 305 Feet 325 Feet Southbomid >500 Feet 305 Feet 305 Feet Proposed Southern Drivemy(Eater-Oily) Northbomid >500 Feet 305 Feet 325 Feet Southbomid >500 Feet 305 Feet 305 Feet 'Recommended sight distance based on AASHT0,A Policy on Geometric Design of Highways and Streets.Based on driver height of eye of 3.5 feet to object height of 2.0 feet. 2Regulatory Speed Limit=40 mph NB&SB on Chickering Road 3851fiPercentile travel speed on Chickering Road: 42 mph NB&40 mph S13. As summarized in Table 4 analysis results indicate that the available sight lines exceed AASI-ITO's recommended SSD criteria for the proposed site driveways based on the regulatory and observed travel speeds along Chickering Road. Page 8 Q\Projects\1021-North Andover(Mf4F)\Docun-tents\1021 MROI-Final.cloc M D M Intersection Sight Distance Clear sight lines provide sufficient sight distance for a stopped driver on a minor-road approach to depart from the intersection and enter or cross the major road. As stated under AASHTO's Intersection Sight Distance (ISD) considerations, "...If the available sight distance for an entering ...vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to avoid collisions...To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road." AASHTO's ISD criteria are defined into several "cases". For the proposed unsignalized site driveway location, which is proposed to be under STOP sign control with left and right egress movements, the ISD in question relates to the ability to turn left or right from the proposed driveway at its intersection with Chickering Road. Available ISD was estimated in the field using AASI-ITO standards for driver's eye (3.5 feet), object height (3.5 feet) and decision point (between 8 and 14.5 feet from the edge of the travel. way)for the northbound and nouthbound directions along Chickering Road. Table 5 presents a summary of the available ISD for the departure from the proposed northern site driveway (exit- only) and AASHTO's minimum and ideal ISD recommendations. TABLE 5 INTERSECTION SIGHT DISTANCE SUMMARY SITE DRIVEWAY(EXIT-ONLY) DEPARTURES TO CHICKERING ROAD AASHTO Minimum' AASHTO Ideal2 8511,Percentile Regulatory View Direction Available ISD Observed Travel Speed' Speed Limit' Looking North >500 Feet 305 Feet 385 Feet Looking South >500 Feet 325 Feet 445 Feet 'Recommended sight distance based on AASHTO,A Policy on Geometric Design of Highways and Streets. Based on driver height of eye of 3.5 feet and an object height of 3.5 feet. Minimum value as noted represents SSD per AASHTO guidance. Adjustments for driveway grade have been made as needed. 'Regulatory Speed Limit is 40 mph. 385th Percentile travel speed on Chickering Road: 42 mph NB&40 mph SB. The results of the ISD analysis presented in Table 5 indicate that the available sight lines looking north and south from the site driveway onto Chickering Read will exceed the recommended sight line criteria from. AASHTO. MDM recommends that any new plantings (shrubs, bushes) or physical landscape features to be located within driveway sight lines should also be maintained at a height of 2 feet or less above the adjacent existing roadway grade to ensure ru-tobstructed lines of sight. Page 9 G:\Projects\1021-North Andover(MHF)\Documents\1021 MR01_Final.doc M D M PROJECTED FUTURE TRAFFIC CONDITIONS Evaluation of the proposed development impacts requires the establishment of a future baseline analysis condition. This section estimates future roadway and traffic conditions with and without the proposed development. For plai-ining purposes, a seven-year planning horizon (year 2026) was selected consistent with standard industry practice. To determine the impact of site-generated traffic volumes on the roadway network under future conditions, baseline traffic volumes in the study area were projected to a future year condition. Traffic volumes on the roadway network at that time,in the absence of the development(that is, the No-Build condition), includes existing traffic, new traffic due to general background traffic growth, and traffic related to specific developments by others that are currently under review at the local and/or state level. Consideration of these factors resulted in the development of No- Build traffic volumes. Anticipated site-generated traffic volumes were then superimposed upon these No-Build traffic-flow networks to develop future Build conditions. The following sections provide an overview of area roadway improvements, No-Build traffic volumes and Build traffic volumes. Planned Area Roadway Improvements MassDOT is planning transportation improvements (Project 606159) to the Chickering Road at Massachusetts Avenue intersection. The project will include but is not limited to roadway widening on all the approaches to the signalized intersect-ion, traffic signal. upgrades, geometric alignment, pavement markings, and signal upgrades. The project will also include bicycle and pedestrian improvements including but not limited to sidewalks, bike lanes, and wheelchair ramps along Chickering Road adjacent to the Site. Background Growth Background traffic includes demand generated by other plartried developments in the area as well as demand increases caused by external factors. External factors are general increases in traffic not attributable to a specific development and are determined using historical data. Nearby permanent count station data published by MassDOT indicates a 0.25 percent per year growth rate. For purposes of this evaluation, a 0.5-percent compounded annual growth rate is proposed (3.6. percent increase over a 7-year horizon). This growth rate is higher than historic rates and is also expected to account for any small fluctuation in hourly traffic as may occur from time to time in the study area and traffic associated with other potential small developments or vacancies in the area. MassDOT permanent COLUAt station data and background growth calculations are provided in the Attachments. Page 10 Q\11rojects\1021-North Andover(Nif IF)\Docuirtents\1021 NIR01—Final.doc M D M Development of future No-Build traffic volumes also considers traffic generated through the study area from other specific area developments. Based on consultation with the Town of North Andover and review of Massachusetts Environmental Policy Act (MEPA) files there are several pending or approved projects in the immediate area that were reviewed as they may increase traffic volumes through the study. The site-specific projects reviewed that will have some level of impact to the study locations include the following: ri Recreational Fields Complex—495 Main Street: This project is proposed on the existing recreational fields along Main Street and consists of the redevelopment of the fields to include additional amenities including playgrounds, restTooms, multipurpose fields and multipurpose courts as well as the reconfiguring of the parking areas. n Multi_Family Development—80 High Street: This project is proposed along High Street in North Andover and consists of the construction of 250 multi-family residential emits. In summary, traffic associated with the background projects will have a nominal impact to the study intersection and will be accounted for in the general background growth rate. 2026 No-Build Traffic Volume Networks In summary, to account for future traffic growth in the study area future No-Build traffic volumes are developed by increasing the Baseline (2019) volumes by approximately 2.5 percent (0.5 percent compounded annually over 7 years). The resulting 2026 No-Build traffic volumes are displayed in Figure 5 and Figure 6. Page 11 G:\Projects\1021-North Andover(MHF)\Documents\1021 MR01—Final.doe M D M Traffic Impact Assessment North Andoi,er,Massachusetts 133 125 00p T* k— 8 (- 5 Site Driveway t 100 Site Driveway t r 1h 00 It W of m C m L:) W . 0 4 Weekday Morning Peak Hour 3 125, 21 8 Site Driveway t C*4 c4(0 m - Site Driveway t r 00 to R133 U)"O m NOTES: 0 NEGL. = Negligible North Weekday Evening Peak Hour Scale: Not to Scale TRANSPORT ATION C ONSULTANTS,INC. Figure 5 MDM Planners&Engineers 2026 No-Build Conditions Weekday Peak Hour Volumes Date:February 2019 Dseg No.1021 TIAS.dNvg Copyright(p)by N11341 fianspoilation Consultants,Inc. All rights reserved. Traffic,hnpact Assessment North Andover,Massachusetts c 41 U � G o V W 133 125 h I h t_ yg 7 Site Driveway + Site Driveway co 133 125 al-a c ca 4) W U U North NOTES: Scale: Not to Scale NEGL. = Negligible Saturday Midday Peak Hour Figure 6 MDM `I`9+,�NSI'(. R TA"I`ION C"C:NStiJ 6.TA NI'S,INC. Planners&f'sttlglavc,erw 2026 No-Build Conditions Saturday Midday Pear. Hour Volumes Date:February 2019 Dwg No.1021 I'IA.dwg Copyright 0 by MDM Transportation Consultants,Inc.All rights reserved. Trip Generation The trip generation estimates for the Site are provided for the weekday morning, weekday evening and Saturday midday periods, which correspond to the critical analysis periods for the proposed uses and adjacent street traffic flow. The methodology utilized to estimate the future trip-generatiori, characteristics of the proposed development are summarized below. In accordance with EEA/MassDOT guidelines, the traffic generated by the proposed development was estimated using trip rates published in ITE's Trip Geiieratioii for the Land Use Code (LUC) based on trip rates for Drive-In Batik (LUC 912). The trip estimates were then adjusted to reflect pass-by and diverted traffic, which represents the portion of site-generated trips that is drawn from the existing traffic stream and that is not "new" traffic to area roadways. Pass-by data as published by FFE in the Trip Generation Handbook indicates average pass-by rates are approximately 47% for the Drive-hi Bank. Projected site trip generation for the proposed development is summarized in Table 6 and compared with the existing Animal Hospital use. Trip generation calculations are provided in the Attachments. 2'J'rip Generation Manual,JOA Edition,Volume 1:User's Guide and Handbook,Instihite of Transportation Engineers;2017. Page 12 G:\Projects\1021-North Andover(MHF)\Documents\1021 MR01—Final.dor. MDM TABLE 6 TRIP-GENERATION SUMMARY Existing ___-Proposed (Ani:tnal Total Trips Pass-By Net New Difference Period Hospital Use) (Bank Use)2 Trips3 Trips (A) Weekday Morning Peak-Hoiir: Enter 18 1.8 7 11 +0 Exit 14 13 7 6 -1 Total 32 31 14 17 -1 Weekday Evenfng Peak-Hour: Enter 17 33 15 18 +1.6 Exit 29 33 15 18 +4 Total 46 66 30 36 +20 Saturday Midday Peak-ll©ur: Enter 25 44 20 24 +19 Exit 25 42 20 22 +17 Total 50 86 40 46 +36 'Source: ITE Trip Generation,Tenth Edition;2017. with no reduction for public.transit. - 21TE'LUC 912—Drive-In Bank applied to 3 Units. 313ased on 47`!0 of Bank trips per ITE Trip Generation Handbook. As summarized in Table 6, the proposed bank development is estimated to generate approximately 37 vehicle trips during the weekday morning peak hour (1.8 entering and 1.3 exiting), 66 vehicle trips during the weekday evening peak hour (33 entering and 33 exiting) and 86 vehicle trips during the Saturday midday peak hour (44 entering and 42 exiting). On a daily basis, the development is estimated to generate approximately 326 vehicle trips on a weekday and 282 vehicle trips on a Saturday. When compared to the existing uses of the property, the project is expected to generate a net increase of 36 vehicle trips or less during peak hours. This represents a modest net traffic increase in traffic activity relative to historic site use which will not materially impact traffic flow on area roadways. Additionally, average pass-by rates for the a Drive-In Bank are estimated at 47%, which represents the portion of site- generated trips that is drawn from the existing traffic stream and that is not "new" traffic to area roadways. Trip Distribution The distribution for Site uses is based primarily on existing travel patterns and volumes of the adjacent roadway system.. The resulting trip distribution for new trips is presented in Figure 7. Trip distribution calculations are provided in the Attachments. Page 13 G:\Projects\1021-North Andover(MHF)\Docu:ments\1,021 M1i01_Final.doc MDM Traffic Ina)act Assessment North Andomr, Massachusetts CD m 0 133 125 Ln 50% 50% Site Driveway t 00 ITE to to Site Driveway t r 9 Lf) 0 0)'0 a m 0 lie 0 North NOTES: Scale: Not to Scale NEGL. = Negligible TRANSPORTATION CONS ULTANTS,INC' Figure 7 MDM Planners&Engineers Trip Distribution 1)Me:February 2019 Dwg No.1021 TIA.dwg Copyright Q by NIDINI Transportation Consultants,Inc.All rights reserved. Development-related trips for the proposed bank with drive-thru are assigned to the roadway network using the trip-generation estimates shown in Table 5 and the distribution patterns presented in Figure 7. Pass-by related trips were added to the traffic volume network based on existing travel patterns. Development-related trips at each intersection approach for the weekday morning, weekday evening, and Saturday midday peak hours are quantified in Figure 8 and Figure 9. 2026 Build Traffic Conditions 2026 Build condition traffic volumes are derived by first removing the existing trips associated with the existing Animal Hospital use and then adding incremental traffic increases for the proposed drive-in bank use of the Site to the 2026 No-Build conditions. Fig-tire 10 and Figure 11 present the 2026 Build condition traffic-volume networks for the weekday morning, weekday evening, and Saturday midday peak hours. OPERATIONS ANALYSIS This section provides an overview of operational analysis methodology, and an assessment of intersection operations tinder existing (baseline) and projected future No-Build and Build conditions. Analysis Methodology Intersection capacity analyses are presented in this section for the Baseline, No-Build, and Build traffic-volume conditions. Capacity analyses, conducted in accordance with EEA/MassDOT guidelines, provide an index of how well the roadway facilities serve the traffic demands placed upon them. The operational results provide the basis for recommended access and roadway improvements in the following section. Capacity analysis of intersections is developed using the Synchro@ computer software, which implements the methods of the 2010 Highway Capacity Manual (HCM). The resulting analysis presents a level-of-service (LOS) designation for individual intersection movements. The LOS is a letter designation that provides a qualitative measure of operating conditions based on several factors including roadway geometry, speeds, ambient traffic volumes, traffic controls, and driver characteristics. Since the LOS of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of I.,OS, depending on the time of day, day of week, or period of year. A range of six levels of service are defined on the basis of average delay, ranging from LOS A (the least delay) to LOS F (delays greater than 50 seconds for unsignalized movements and delays greater than 80 seconds for signalized movements). The specific control delays and associated LOS designations are presented in the Attachments. Page 14 G:\Projects\1021-North Andover(Mr ire)\Documents\1021 MR01-final.doc M D M TiafcIn act Assessment ,L lVorth Andover, Massachusetts 133 y125 rn t— 3(+3) (- 3(+4) Site Driveway PROPOSED BANK TRIPS tTotal Pass-BY Net New n Enter 18 7 it Exit 13 7 6 Site Driveway Total 31 14 17 1 + to 125 133 (D M sa Weekday Morning Peak Hour - y 133 125 9(+8) 9(+7) Site Driveway PROPOSED BANK TRIPS + t Total Pass-BY Net New -OD- Enter 33 15 18 Exit 33 15 18 Site Driveway Total 66 30 36to 00 1 + 0) H 125 0)M C M -r- 0 NOTES: 4) W # New trips (Pass-By Trips) North Weekday Evening Peak Hour Scale: Not to Scale TRANSPORTAT ION CONSUL TANTS,INC. Figure 8 MDM Planners&Engineers Site Generated Trips Weekday Peak Hour Volumes Date:February 2019 Dwg No.1021 TIAAs,g Copyright 0 by NiDM Transportation Consultants,Inc.All rights reserved. Trqf,fie Impact Assessment North Adoier,Massachusetts M 0 133 125 11(+10) 11(+10) Site Driveway PROPOSED BANK TRIPS + Total Pass-By Net New 04 Enter 44 20 24 Exit 42 20 22 Site Driveway Total 86 40 46 00 + C14 r 133 rss-ors a M 0 L) NOTES: #(#) = New trips (Pass-By Trips) North Saturday Midday Peak Hour Scale: Not to Scale TRANSPORrATION CONSULTANTS,INC, Figure 9 MDMPlanners&Engineers Site Generated Trips Saturday Midday Peak Hour Volumes Date:February 2019 Dwg No.1021 I'IA.dwg Copyright 0 by NIDMTransportation Consultants,Inc.All rights reserved. Ti ,fie Impact Assessment North Andover, Massachuselts 133 125 00 6 7 Site Driveway Cq t Site Driveway t r It 00 133 125 as 0 Weekday Morning Peak Hour 'OT133 125 r- 16 Site Driveway 04 00 t T (0 , S1 E a) Site Driveway t r 0 r1% r\ — ) 133 125 is zs C M NOTES: .r 0 NEGL.= Negligible North Weekday Evening Peak Hour Scale: Not to Scale U FRANSPORTATION CONSULTANTS,INC. Figure 10 MDM ' Planners&Enghwers 2026 Build Conditions Weekday Peak Hour Volumes Da1c:February 2019 Dwg No.1021 I'IA.dwg Copydght 0 by MDM Transportation Consultants,Inc. All rights reserved. I'raffc Imyact Assessment North Andover, Massachusetts lD c 0) u M E o U W 133 125 .r t— 21 21 Site Driveway L..nn .___ } Site Driveway 04 CV t0 M125 C 4a :c North NOTES: Scale: Not to scale NEGL.= Negligible Saturday Midday Peak Hour Figure 11 MDMTRANSPORTATION CONS FAI'^:TS,INC. ll'laaanc^t"s&rsaagttaeetts 2026 Build Conditions Saturday Midday Peak Hour Volumes Date:February 2.019 ''........ T>wg No.1021 TIA.dwg Copyright d by h4DM Traruportation Consultants,Inc.All rights reserved. '..... Intersection Cap4gify..An4jysis Results Level-of-Service (LOS) analyses were conducted. for the Baseline, No-BLtild, and Build conditions for the study intersections. The results of the intersection capacity are summarized below in Table 7. Detailed analysis results are presented in the Attachments. TABLE INTERSECTION CAPACITY ANALYSIS RESULTS CHICKERING ROAD AT SITE DRIVEWAY(EXIT-ONLY) Baseline 2026 No-Build 2026 Build Period Approach v/c' Delay2 LOS} We Delay LOS We Delay LOS Weekday Morning WB Exit 0.05 19 C 0.06 20 C 0.07 24 C Peak Hour Northbound 0.00 <5 A 0.00 <5 A 0.00 <5 A Southbound 0,00 <5 A 0.00 <5 A 0.00 <5 A Weekday Moniing WB Exit 0.15 26 D 0.16 27 D 0.22 35 D Peak Hour Northbound 0.00 <5 A 0.00 <5 A 0.00 <5 A Southbound 0100 <5 A 0.00 <5 A 0.00 <5 A Saturday Midday Peak WB Exit 0.08 17 C 0.09 18 C 0.18 23 C Hour Northbound 0100 <5 A 0.00 <5 A 0.00 <5 A Southbound 0.00 <5 A 0.00 <5 A 0.00 <5 A ------------------- 'Volurne-to-capacity ratio 2Average control delay per vehicle(in seconds) 31-evel of service 411/a=not applicable As summarized in Table 7, the site driveway approach to Chickering Road will operate with moderate delay at LOS D or better during the peak hours. The increase in delay with the project in place under Build conditions will be nominal and the intersection with only minor changes between No-Build and Build conditions, Mainline operation along Chickering Road will remain unimpeded and operated at LOS A or better during the peak hours. Improvements to the pavement markings at the Site Driveway at Chickering Road intersection are included in the Recoiiiineiidatioiis atid Cotichisions section to enhance operations. Page 15 G:\Projects\1021-North Andover(Mf IF)\Docurnents\1021 MR01—Final.doe MDM DRIVE-THRU OPERATIONS In order to quantify existing maxii-num queuing for peak drive-thru operations, an industry- standard queuing model was applied using throughput for the window of 30 vehicles per hour (2 minutes per transaction or less) per lane based on empirical data collected for banks in the region with drive-tluu windows. The analysis incorporates the vehicular trip increases for the bank and for planning purposes assumes 30% of site trip activity is drive-thru related. A detailed trip generation summary for the site including a breakdown of vehicular trips by drive- thru and customers using counter service are presented in Table 8 and is described below. TABLE 8 TRIP-GENERATION SUMMARY (DRIVE-THRU vs. COUNTER TRIPS) SITE TRIPS Drive-Thru Counter Period/Direction Total Trips, Trips2 Trips3 Weekday Monihig Leak Hour: Entering 18 5 13 Exitin 13 5 8 Total 31 1.0 21 Weekday Eveidiig Peak Hoar: Entering 33 10 23 Exiting 33 10 23 Total 66 20 46 Saturday Midday Peak Hour: Entering 44 13 31 Exitin, 42 1133 29 Total 86 26 60 a 'Based on trip generation estimates presented in Table S. 2i:stinrated at 30%based on observations. 3Estirnated at 70%based on observations. As summarized in. Table 8, projected peak hour drive-thru trip activity is approximately 5 vehicles during the weekday morning peak hour, '10 vehicle trips during the weekday evening leak hour, and 13 vehicle trips during the Saturday midday peak hour. Corresponding queue results for the peak hour periods are summarized in Table 9. Page 16 C:\Projects\1021-North Andover(MHF)\Documents\1021 MR01_Final.doc M.0..1/M TABLE PROJECTED DRIVE-THROUGH QUEUE CHARACTERISTICS ................ Drive-Through Average Maximum Volume Queue Queue Period (veh) (veh) (veh)2 Weekday Mortibig Peak Hojirl 5 <1 1 Weekday Eveiihig Peak Hoerr 10 <1 2 Saturday Midday Peak Hoar' 13 <1 3 'Based on aservice rate of 30 vehicles per hour based on empirical data for the Drive-In Banks. 'Queue in vehicles per lane for a two lane drive-through. As presented irt Table 9, projected queue results indicate a maximum (951h percentile) queue of 3 vehicles during the critical Saturday midday peak hour. This peak queuing remains within the -vehicle capacity of the proposed drive-through storage lanes and will have limited impact to traffic flow or parking within the Site. SITE ACCESS/CIRCULATION AutoTURN analysis has been completed for the preliminary site plan using the Town's Ladder truck and a single unit (SU) delivery truck. Site access, circulation aisles and parking layout provide adequate maneuvering area for delivery vehicles. Likewise, the largest potential responding vehicle (ladder truck) can access and maneuver around the site. Supporting AutoTurn®R analysis and exhibits are provided to confirm this finding (refer to the Attachments), CONCLUSIONS In summary, adequate capacity is available along CMckering Road to accommodate the traffic increases that may occur at the Site. Relative to the historical Veterinary hospital use of the site, the project is expected to generate a net increase of 36 vehicle trips or less during peak hours. This represents a modest net traffic increase in traffic activity relative to historic site use which will not materially impact traffic flow on area roadways. Additionally, approximately 47% of trips generated by the project will be drawn from the existing traffic stream ("pass-by" trips) and no material change in vehicle delays or operations are anticipated at the study intersections. Provision of a drive-thru facility is likely to generate 30% of the Bank activity. The maximum queue is expected to be approximately 3 vehicles for the Bank. MDM recommends the following access and 011-Site Circulation improvements to enhancements operations, safety, and on-site traffic flow: Page 17 G:\Projects\1021-North Andover(MHF)\Docurnent9\1021 MR01—Final.doc MDM ❑ Signs and Paminent Markings. A STOP sign (R1-1) and STOP line pavement marking should be installed on the exit driveway approach to Chickering Road. Likewise, a Do Not Enter sign (R2-1) should be installed on the exit driveway and a One-Way sign (R6-1) and pavement markings should be installed on the entrance driveway. The signs and pavement markings shall conform to Manual on Uniform Traffic Control Devices (MUTCD) standards. ❑ Pedestrian Accommodation. The Site Plan incorporates sidewalks that connect the proposed building entrances with the parking areas, The Proponent proposes a sidewalk connection to the future sidewalk to be provided by MassD(Yl'along Chickering Road. ❑ Bicycle Amenities. The Proponent should incorporated bicycle racks within the property near the buildings entranceways to encourage and facilitate this mode of transportation to/from the Site. ❑ Maintain Cleat, Driveway Sight Lines, New plantings (shrubs, bushes) and structures (walls, fences, etc.) should be designed and maintained at a height of 2 feet or less above the finished driveway elevation within the sight triangle areas to provide unobstructed visibility to oncoming vehicles. ❑ Design Vehicle Acconnnodations. The site has been designed to provide adequate maneuvering area for the anticipated single unit delivery vehicle. Likewise, the largest potential responding vehicle (ladder truck) can access and maneuver around the site with minor encroachment of the overhanging ladder. The project site driveways are subject to a MassDOT Highway Access Permit and final site design should accommodate the largest anticipated delivery vehicle for the bank. In summary, MDM finds that incremental traffic associated with the proposed development is not expected to materially impact operating conditions at the study intersections. The study intersections exhibit below-average crash rates based on historic crash data; safety countermeasures are therefore not warranted. Likewise, the available sight lines at the Site Driveway intersections with Chickering exceed the recommended sight line requirements from AASHTO. Implementation of access/egress improvements and proposed pedestrian improvements will establish a framework of minimizing Site traffic impacts by encouraging non-motorized travel modes and pedestrian accommodation that is compatible with other projects in the area. Page 18 G:\Projects\1021-North Andover(MHF)\Docunients\1021 MR01—Final.doc MDM ATTACHMENTS ❑ Traffic Volume Data ❑ Seasonal/ Yearly Growth Data ❑ Speed Data ❑ Crash Data ❑ Sight Distance Calculations ❑ Trip Generation ❑ Trip Distribution Calculations ❑ Capacity Analysis ❑ Queue Analysis --Drive Through ❑ AutoTURN® Analysis ❑ Traffic Volume Data MDM TRANSPORTATION CONSULTANTS, INC. Page 1 Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough,MA North Andover,MA www.mdmtrans.com Start 31-jan-19 Northbound Hour Totals Southbound Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Mornin2 Afternoon Morning. Afternoon 12:00 12 90 10 97 I .. - . .... ..... .1 A 130: 12:30 5 108 6 Ill 23. 470 883 1;153 4 103 L40 --::::413 -113�2 01:00 1 97 1 103 1114 .101 7 01:30 1 117 1 125 :.21L 12 --436 2 128 11 .41::.: 906. I : 02:00 9 115 0 116 _07 02:30 6 44 -2 126 01:45 3.. 148 21:.. .!-:':530- 5 148 13 ;;496. 34 -1 ' 1026 03:00 2 173 8 146 03:15' 2 164 03:30 4 181 7 143 03 46 4 18 12 lob 12 2 - ; :- :.: 6 11:�2: � 44 1291.:. - .: - : ' 04= 7 223 14 154 005 .77: 212 04:30 . 31 198 24 144 7 7.: 4:1 F�:8' .219 25'�--,:; 130 31: 83 680 05:00 17 263 53 144 13 -.116 05:30 20 225 93 148 05 :38 378 4 807 86. �138 6�. 204: 301: --'•57. 0 6 00 j94 11.6 127 27 A 144-'...! 112 81 06:30 45 176 158 115 06-46 71: 164 -:162. 705. . :452 .:762::;1.... 07.00 66 141 168 105 07.15 94 121. 7 i 1 4 7 .; l 07:30 87 97 186.. 97 7 102; �348L 6 22 8 :4 40 6. 4"l 14S �,379 06:66 40 Ibi 164 60 209.1:.; 78 08:30 loi 78 188 69 109. 143�-:' 53 1� 260 - -, :.569 09:00 113 96 1-2-3 -7-7 78 72: G940 77 45 10. 68 9 48 8 a: 77 46 356 253 104: 34 477 221 833 480 I G.00 96 51 97 34 2 73 5 10:30 77 32 100 19 10 AS327.,81 31 151 87 22 374 100 701 251 11:00 82 25 101 17 87:' 16 E 04 14 11:30 101 15 94 6 ..to .:.305 Tj 74. 134 3 40 V: 798 :A14: : Total 2177 6691 3774 4636 6951 10327 Percent 27.7% 72.3% 44.9% 55.1% 36.6% 63.4% Combined 7868 8410 16278 Total IVIDIVI TRANSPORTATION CONSULTANTS, INC. Page 3 Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough, MA North Andover,MA www.mdmtrans.com Start 02-Feb-19 Northbound Hour Totals Southbound Combined Totals Time Sat Morning Afternoon Morning Afternoon Moming Afternoon Morning Afternoon Morning Afternoon 12:00 20 136 12 147 M.: 7'A 4 AN. 6 180 49 �1 141 39 631 961 12;45 :153 .:5 0 186: 01:00 7 155 6 155 .127 -.4 -.106 01,30 2 125 4 166 1 157 120 40 11229 ' 02:00 5 148 7 167 '62: 27. 02:30 2 f4d' 0 142 6 Ar 02-'45:::- 3 143. 16 564 2 14 638 .31 1202 112 3. 135 03,15 . A'.2 1:107 03:30 2 131 3. .-117 1 SW 1050 107. 7:�1"' 0 -127 49 23 2 13 4 0 r 04:00 1 130 5 128 :A23 -4 -.125.04 04:30 1 116 6 118 - —04". 1 : 99 46 116 .14 48T 8 135 c ::-26' 904 40 05:00 5 119 9 158 .116.:� ci� �Ni `i:k 12 111: 05:30 6 115 26 139 47� 1005: 23;%. 2 64.: 06:00 13 96 26 126 1.15 06:30 17 114 47 110 0645 �:452 !�.89 z: 28:1: 435* .190:V 867: 1-07 152: 07:00 35 75 58 72 78 3TX6407:30 42 54 68 83 9 75 251264 -.::AW :.68-o-.;; 8b '2�6 86' 08:00 80 64 68 84 0815 55. 65 66L:30 63 83 59 -47 '�308 .268. 569. 40 M45 83. 02 -39 225 09:00 100 48 91 47 49 100.-'. `3T 09:30 84 57 103 61 04.. 09:45. 39 193 :192 78.1-110- 3 f 0:00 -9-4- -38 146 45 10:15 097: 43 1a7 24 io.w 108 37 141 29 10 45: 53 437 171 132 54 '.535:. 152 11:00 131 33 156 30 7 2 7 11:30 127 19 144 18 76 1&; A�:L�j 0 27 2� 94 72 Total 1982 4554 2382 4929 4364 9483 Percent 30.3% 69.7% 32.6% 67.4% 31.5% 68.5% Combined 6536 7311 13847 Total MDM Transportation consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road Fife Name : 2021 Chickering Road Entrance AM EIW: 247 Chickering Road Entrance Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 2 Chickering Road 247 Entrance Chickering Road From North From East I From South Start Time I Thru I Left I Peds I App.Total I Right I Left ..Peds..I.App.Total I Right I Thru I Pods I App.Total I Int Tota! Peak Hour Analysts From 07:00 AM to 07:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 3 0 3 0 0 0 0 2 0 0 2 5 07:15 AM 0 2 0 2 0 0 0 0 2 0 0 2 4 07:30 AM 0 2 0 2 0 0 0 0 2 0 0 2 4 07:45 AM 0 2 0 2 0 0 0 0 2 0 0 2 4 Total Volume 0 9 0 9 0 0 0 0 8 0 0 8 17 %App.Total 0 100 0 0 0 0 100 0 0 PHF .000 .750 .000 .750 .000 .000 .000 .000 1.00 .000 .000 1.00 .850 Passenger Vehicles 0 8 0 8 0 0 0 0 8 0 0 8 16 %PassengetVehicles 0 88.9 0 68.9 0 0 0 0 100 0 0 100 94.1 Heavy Vehicles 0 1 0 1 0 0 0 0 0 0 0 0 1 %Heavy Vehicles 0 11.1 0 11.1 0 0 0 0 0 0 0 0 5.0 Clitkering Road On! In Total 4 A D 9 0 0 09910 T� tell Peds Peak Hour Data Nnrth v °' .S+P Qo Feak liaur Begins at 07:00 AM r n � Passenger Vehicles Q Q o n p o a Hea VeNdes v �+ kN p p p O Thru R€€ht Peds 0 8 D 0 0 0 o s D 8 PO e OW In Total MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA NIS: Chickering Road File Name : 2021 Chickering Road Entrance AM E/W: 247 Chickering Road Entrance Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles Chickering Road 247 Entrance Chickering Road From North From East From South SEart Time Thru Left I Pads I App.Total Right I Left I Peds I App.Total Right Thru Pegs A .Total Int.Total 07:00 AM 0 3 0 3 0 0 0 0 2 0 0 2 5 07:15AM 0 2 0 2 0 0 0 0 2 0 0 2 4 07:30 AM 0 2 0 2 0 0 0 0 2 0 0 2 4 07:45 AM 0 2 0 2 0 0 0 0 2 0 0 2 4 Total 0 9 0 9 0 0 0 0 8 0 0 8 17 Grand Total 0 9 0 9 0 0 0 0 8 0 0 8 17 Apprch% 0 100 0 0 0 0 100 0 0 Total% 0 52.8 0 52.9 0 0 0 0 47.1 0 0 47.1 Passenger Veh€ties 0 8 0 8 0 0 0 0 8 0 0 8 18 %Pass erVaNdes 0 88.9 0 88.9 0 0 0 0 100 0 0 100 94.1 Heavy Vehicles 0 1 0 1 0 0 0 0 0 0 0 0 1 %Heavy Veh€cles 0 11.1 0 11.1 0 0 0 0 0 0 0 0 5.9 MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 2021 Chickering Road Entrance PM ENV: 247 Chickering Road Entrance Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 2 Chickering Road 247 Entrance Chickering Road From North From East From South Start Time I Thru I Left I ads .Total Right I Left I Peds I App.Total Right I Thru I PedsT-A—PP.Totall Int.Total Peak Hour Analysis From 04:00 PM to 04:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 4 0 4 0 0 0 0 1 0 0 1 5 04:15PM 0 3 0 3 0 0 0 0 3 0 0 3 6 04:30 PM 0 3 0 3 0 0 0 0 0 0 0 0 3 04:45 PM 0 2 0 2 0 0 0 0 1 0 0 1 3 Total Volume 0 12 0 12 0 0 0 0 5 0 0 5 17 %A .Total 0 100 0 0 0 0 100 0 0 PHF .000 .750 .000 .750 .000 .000 .000 .000 .417 .000 .000 .417 .708 Passenger Vehicles 0 12 0 12 0 0 0 0 5 0 0 5 17 Passenger Vehicles 0 100 0 100 0 0 0 0 100 0 0 100 100 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 '/o Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 ckeriag Road Out In Total 0 12Q12 00 72 0 12 0 0 0 0 01 12 0 Thru Left Peds Peak Hour Data 1 raorin �000 Peak Hour Begins at 04:00 PM rr m �a PassengerVehides o 0 o a c o Heavy Vehicles n g a O Hoo 0 r r1QN— jibni115 Out In Total MDM Transportation Consultants, Inc. 28 Lard Road, Suite 280 Marlborough, MA NIS: Chickering Road File Name : 2021 Chickering Road Entrance PM EMI: 247 Chickering Road Entrance Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 1 Groups Printed-Passenger Vehicles..-Hea Vehicles Chickering Road 247 Entrance Chickering Road From North From East From South Start Time Thru Left Peds App.Total Right I Leff Peds A .Total Rl ht Thru I Peds-FA—pp.Total Int.Total 04:00 PM 0 4 0 4 0 0 0 0 1 0 0 1 5 04:15 PM 0 3 0 3 0 0 0 0 3 0 0 3 6 04:30 PM 0 3 0 3 0 0 0 0 0 0 0 0 3 04:45 PM 0 2 0 2 0 0 0 0 1 0 0 1 3 Total 0 12 0 12 0 0 0 0 5 0 0 5 17 Grand Total 0 12 0 12 0 0 0 0 5 0 0 5 17 Apprch% 0 100 0 0 0 0 100 0 0 Total% 0 70.6 0 70.6 0 0 0 0 29.4 0 0 29.4 Passenger Vehicles 0 12 0 12 0 0 0 0 5 0 0 5 17 K Passenger Vehicles 0 100 0 100 0 0 0 0 100 0 0 100 100 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 %Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 2021 Chickering Road Entrance SAT EM: 247 Chickering Road Entrance Site Code : 1021 North Andover, MA Start Date : 2/2/2019 Page No : 2 Chickering Road 247 Entrance Chickering Road From North From East I From South Start Time Thru left I Peds I App.Total I Peds App.Total I Right 1. Thru Pedi-I App.Total Int,Total Peak Hour Analysis From 12:15 PM to 01:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 6 0 6 0 0 0 0 3 0 0 3 9 12:30PM 0 2 0 2 0 0 0 0 1 0 0 1 3 12:45 PM 0 5 0 5 0 0 0 0 2 0 0 2 7 01:00PM 0 2 0 2 0 0 0 0 4 0 0 4 6 Total Volume 0 15 0 15 0 0 0 0 10 0 0 10 25 %App.Total 0 100 0 0 0 0 100 0 0 PHF .000 .625 .000 .625 .000 .000 .000 .000 .625 .000 .000 .625 .694 Passenger Vehicles 0 15 0 15 0 0 0 0 10 0 0 10 25 °h Passenger Vehicles 0 100 0 100 0 0 0 0 100 0 0 100 100 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 %Heavy Vehlcles 0 0 0 0 0 0 0 0 0 0 0 0 0 Chickering Road out In TOM 15 15 0 0 fl 0 15 15 0 is 0 0 0 0 0 15 0 Thru Left Peds Peak Hour Data T 1 w En North Peak Hour Uegins M IMS PM � Passenger Vehicles a o p o 0 0 Hea Vehlcles � n ynnn � N� cnocn— th ig IV', 0 out In Total MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 2021 Chickering Road Entrance SAT ENV: 247 Chickering Road Entrance Site Code : 1021 North Andover, MA Start Date : 2/2/2019 Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles Chickering Road 247 Entrance Chickering Road From North From East From South Start Time Thru I Left I Pads I App,Total Might I Left I Peds I App.Total Ri ht I Thru I Pads App.Total Int.Total 12:15PM 0 6 0 6 0 0 0 0 3 0 0 3 9 12:30PM 0 2 0 2 0 0 0 0 1 0 0 1 3 12:45PM 0 5 0 5 0 0 0 0 2 0 0 2 7 Total 0 13 0 13 0 0 0 0 6 0 0 6 19 01:00 PM 0 2 0 2 0 0 0 0 4 0 0 4 6 Grand Total 0 15 0 15 0 0 0 0 10 0 0 10 25 Apprch% 0 100 0 0 0 0 100 0 0 Total% 0 60 0 60 0 0 0 0 40 0 0 40 Passenger Vehicles 0 15 0 15 0 0 0 0 10 0 0 10 25 96 PassemerVahUns 0 100 0 100 0 0 0 0 100 0 0 100 100 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 %Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 1021 chickening road at site exit am EMI: 247 Chickering Road Exit Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 2 Chckering Road 247 Exit Chckering Road From North From East From South Start Time I Thru I Left I Peds IAp .Total Ri ht Left Peds I API .Total Rl hi Thru Peds I App.Total In 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 07:46 AM 230 0 0 230 4 0 0 4 0 108 0 108 342 08:00 AM 182 0 0 182 1 1 0 2 0 98 0 98 282 08A 5 AM 190 0 0 190 3 1 0 4 1 105 0 106 300 08:30 AM 183 0 0 183 0 3 0 3 0 116 0 116 302 Total Volume 785 0 0 785 8 5 0 13 1 427 0 428 1226 %Ap2.Total 100 0 0 61.5 3B.5 0 0.2 99.8 0 PHF 853 .000 .000 .853 .500 .417 .000 .813 .250 .920 .000 .922 .896 Lights 766 0 0 766 8 5 0 13 1 406 0 407 1186 Lights 97.6 0 0 97.6 100 100 0 100 100 95.1 0 95.1 96.7 Mediums 16 0 0 16 0 0 0 0 0 21 0 21 37 %Mediums 2.0 0 0 2.0 0 0 0 0 0 4.9 0 4.9 3.0 Articulated Trucks 3 0 0 3 0 0 0 0 0 0 0 0 3 %ArticulatedTrucks 0.4 0 0 0.4 0 0 0 0 0 0 0 0 0.2 ChcFLdnq Road Out In Total 414 768 778p 21 16 37 0 3 3 435 785 7220 766 0 0 16 Q 0 3 0 785 0 00 Thru LeI s Ft Peds. Peak Hour Data t o It oo 07: j Peak Hour tiepins at 45 AM 'a000� Lights Mediums cn o o m woo i Articulated Trucks ° a 02 w0000 0 Aool. Thru Right Peds 406 1 0 21 0 0 Q Q 0 427 1 0 771 1178 16 ll 31 3 790 1218 Out En Total MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 1021 chickering road at site exit am EM: 247 Chickering Road Exit Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 1 Groups Printed-Lights-Mediums-Articulated Trucks Chckering Road 247 Exit Chckering Road From North From East From South Start Time Thru Left Peds App.Total Right I Left I Pedsl App.Tolal Right I Thru I Peds I App.Total Int,Total 07:00 AM 173 0 0 173 2 0 0 2 0 64 0 64 239 07:15 AM 165 1 0 166 2 2 0 4 0 95 0 95 265 07:30 AM 189 0 0 189 3 2 0 5 0 91 0 91 285 07:45 AM 230 0 0 230 4 0 0 4 0 108 0 108 342 Total 757 1 0 758 11 4 0 15 0 358 0 358 1131 08.00 AM 182 0 0 182 1 1 0 2 0 98 0 98 282 08:15 AM 190 0 0 190 3 1 0 4 1 105 0 106 300 08:30 AM 183 0 0 183 0 3 0 3 0 116 0 116 302 08:45 AM 157 0 0 157 0 0 0 0 1 114 0 116 272 Total 712 0 0 712 4 5 0 9 2 433 0 436 1156 Grand Total 1469 1 0 1470 15 9 0 24 2 791 0 793 2287 Apprch% 99.9 0.1 0 62.5 37.5 0 0.3 99.7 0 Total% 64.2 0 0 64.3 0.7 0.4 0 1 0.1 34.6 0 34.7 Lights 1432 1 0 1433 15 9 0 24 2 754 0 756 2213 %Lights: 97.5 100 0 97.5 100 100 0 100 100 95.3 0 95.3 96.8 Mediums 33 0 0 33 0 0 0 0 0 36 0 36 69 %Mediums 2.2 0 0 2.2 0 0 0 0 0 4.6 0 4.5 3 Articulated Trucks 4 0 0 4 0 0 0 0 0 1 0 1 5 %ArticulaledRucks 0.3 0 0 0.3 0 0 0 0 0 0.1 0 0.1 0.2 MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 1021 chickering road at site exit pm E/W: 247 Chickering Road Exit Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 2 Chekering Road 247 Exit Chekering Road From North From East I From South Start Time Thru I Left I Pods I APP.Total I Right I Left]. Pods I App.Total I Right Thru I Pads App.Total In Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Flour for Entire Intersection Begins at 04:00 PM 04:00 PM 159 0 0 159 6 2 0 8 0 219 0 219 386 04:15 PM 138 0 0 138 5 2 0 7 0 221 0 221 366 04:30 PM 133 0 0 133 4 2 0 6 0 215 0 215 354 04:45 PM 134 0 0 134 6 2 0 8 0 219 0 219 361 Total Volume 564 0 0 564 21 8 0 29 0 874 0 874 1467 %App.Total 100 0 0 72.4 27.6 0 0 100 0 PHF .887 .000 .000 .887 .875 1.00 .000 .906 .000 .989 .000 .989 .950 Lights 553 0 0 553 21 8 0 29 0 859 0 859 1441 Lights 98.0 0 0 98.0 100 100, 0 100 0 98.3 0 98.3 98.2 Mediums 10 0 0 10 0 0 0 0 0 13 0 13 23 %Mediums 1.8 0 0 1.8 0 0 0 0 0 1.5 0 1.5 1.6 Articulated Trucks 1 0 0 1 0 0 0 0 0 2 0 2 3 %Articulated Trucks 0.2 0 0 0.2 0 0 0 0 0 0.2 0 0.2 0.2 ClIckeiing Road Out In Tatar 6601 553 1433 11 43 10 23 2 1 3 895 564 1459 553 0 0 10 0 0 i 0 0 564 0 0 Thru Left Peds Peak Hour Data IT th ** o 0 0 0 N N Peak Hour Begins at 04:00 PM41 s o o s mehdlums m o o m tLr o to Articulated Trucks R o O o o NN O Thru Right Pads 859 0 D 13 0 0 2 0 0 874 0 0 110 13 672 874 1446 Out In Total MDM Transportation Consultants, Inc, 28 Lord Road, Suite 280 Marlborough, MA NIS: Chickering Road File Name : 1021 chickering road at site exit pm ENV: 247 Chickering Road Exit Site Code : 1021 North Andover, MA Start Date : 1/31/2019 Page No : 1 Groups Printed-Lights-Mediums-Articulated Trucks Chckering Road 247 Exit Chckering Road From North From East From South Start Time Thru I Left Peds App.Total Right Left Peds App.Total RI ht Thru Peds App.Total Int.Total 04:00 PM 159 0 0 159 6 2 0 8 0 219 0 219 386 04:15 PM 138 0 0 138 5 2 0 7 0 221 0 221 366 04:30 PM 133 0 0 133 4 2 0 6 0 215 0 215 354 04:45 PM 134 0 0 1341 6 2 0 61 0 219 0 2191 361 Total 564 0 0 5641 21 8 0 29 0 874 0 8741 1467 05:00 PM 144 0 0 144 5 0 0 5 0 190 0 190 339 05:15 PM 147 0 0 147 0 2 0 2 1 230 0 231 380 05:30 PM 137 0 0 137 1 1 0 2 0 203 0 203 342 05:45 PM 128 0 0 128 4 2 0 6 0 217 0 217 351 Total 556 0 0 556 10 5 0 15 1 840 0 841 1412 Grand Total 1120 0 0 1120 31 13 0 44 1 1714 0 1715 2879 Approh% 100 0 0 70.5 29.5 0 0.1 99.9 0 Total% 38.9 0 0 38.9 1.1 0.5 0 1.5 0 59.5 0 59.6 Lights 1104 0 0 1104 31 13 0 44 1 1690 0 1691 2839 %Lights 98.6 0 0 98.6 100 100 0 100 100 98.6 0 98.6 98.6 Mediums 13 0 0 13 0 0 0 0 0 21 0 21 34 %Mediums 1 1.2 0 0 1.2 0 0 0 0 0 1.2 0 1.2 1.2 Articulated Trucks 1 3 0 0 3 0 0 0 0 0 3 0 3 6 %ArticulatedThicks 0.3 0 0 0.3 0 0 0 0 0 0.2 0 0.2 0.2 MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA NIS: Chickering Road File Name : 1021 chickering road at site exit sat EMI: 247 Chickering Road Exit Site Code : 1021 North Andover, MA Start Date : 2/2f2019 Page No : 2 Chickering Road 247 Exit Chickering Road From North From East From South Start Time Thru I Left I Peds I App.Total I Right I Left I PedsI App.Total I Right I Thru Peds A .Total Int.Total Peak Hour Analysis From 11:00 AM to 01 A5 PM-Peak 1 of 1 }weak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 178 0 0 178 6 2 0 8 0 124 0 124 310 12:30 PM 156 0 0 156 6 1 0 7 0 144 0 144 307 12A5 PM 153 0 0 153 4 1 0 5 0 153 0 153 311 01:00 PM 172 0 0 172 2 3 0 5 0 151 0 151 328 Total Volume 659 0 0 659 18 7 0 25 0 572 0 572 1256 %App.Total 100 0 0 72 28 0 0 100 0 PHF .926 .000 .000 .926 .750 .583 .000 .781 .000 .935 .000 .935 .957 Lights 652 0 0 652 18 7 0 25 0 667 0 567 1244 %Lights 98.9 0 0 98.9 100 100 0 100 0 99.1 0 99.1 99.0 Mediums 6 0 0 6 0 0 0 0 0 5 0 5 11 %Mediums 0.9 0 0 0.9 0 0 0 0 0 0.9 0 0.9 0.9 Articulated Trucks 1 0 0 1 0 0 0 0 0 0 0 0 1 %Articulated Trucks 0.2 0 0 0.2 0 0 0 0 0 0 0 0 0.1 C lc eying Road Out In Toial 585 B52 1237 0 1 1 590 659 1249 652 0 0 6 0 0 ii 0 0 659 0 0 Thru Left Peds Peak Hour Data T ?J North a0aa C " Peak Hour Begins at 12:15 PM "a o 9bts � 3 Mediums x.i n o v o o`N' Articulated Trucks �oaco � Thru Right Peds 567 0 0 5 0 0 0 0 0 572 rt a 666 572 1238 1 567 1226 Out In Total MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, MA N/S: Chickering Road File Name : 1021 chickening road at site exit sat ENV: 247 Chickering Road Exit Site Code : 1021 North Andover, MA Start Date : 2/2/2019 Page No : 1 Groups Pr€rated-Lights-Mediums-Articulated Trucks Chickering Road 247 Exit Chickering Road From North From Fast From South Start Time Thru I Left I Peds I App.Total Right I Lett I Peds I App.Total R€ ht Thru Peds A .Total Int.Total 11:00 AM 140 0 0 140 2 0 0 2 0 123 0 123 265 11:15 AM 142 0 0 142 3 3 0 6 0 135 0 135 283 11:30 AM 141 0 0 141 3 2 0 5 0 127 0 127 273 11:45 AM 160 0 0 160 4 2 0 6 1 139 0 140 306 Total 583 0 0 5831 12 7 0 191 1 524 0 525 1127 12:00 PM 164 0 0 164 3 2 0 5 0 139 0 139 308 12:16 PM 178 0 0 178 6 2 0 8 0 124 0 124 310 12:30 PM 166 0 0 156 6 1 0 7 0 144 0 144 307 12:45 PM 153 0 0 153 4 1 0 5 0 153 0 153 311 Total 651 0 0 651 19 6 0 25 0 560 0 560 1236 01:00 PM 172 0 0 172 2 3 0 5 0 151 0 151 328 01:15 PM 153 0 0 153 3 1 0 4 0 127 0 127 284 01:30 PM 148 0 0 148 1 6 0 7 0 146 0 146 301 01:45 PM 165 0 0 165 1 0 0 1 0 156 0 156 322 Total 638 0 0 638 7 10 0 17 0 580 0 580 1235 Grand Total 1872 0 0 1872 38 23 0 61 1 1664 0 1665 3598 Apprch% 100 0 0 62.3 37.7 0 0.1 99.9 0 Total V. 52 0 0 52 1.1 0.6 0 1.7 0 46.2 0 46.3 Lights 1845 0 0 1845 38 23 0 61 1 1650 0 1651 3557 %Lights 98.6 0 0 98.6 100 100 0 100 100 99.2 0 99.2 98.9 Mediums 26 0 0 26 0 0 0 0 0 14 0 14 40 %Mediums 1.4 0 0 1.41 0 0 0 Ol 0 0.8 0 0.8 1.1 Articulated Trucks 1 0 0 1 0 0 0 0 0 0 0 0 1 %Alilaulated Trucks ❑A 0 0 0.1 0 0 0 0 0 0 0 0 0 '.. © Seasonal. Data/ Yearly Growth SECTION I-CONTINUOUS COUNTING STATION MONTHLYAVERAGE DAILY TRAFFIC STATION 502-NORTH ANDOVER-RTES.114 AND 125-NORTH OF THE ANDOVER BY-PASS YR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC YEAR 08 37,247 37,312 38.138 39,502 39,130 38,882 37,160 37,013 38,849 40,258 37,331 36,110 38,078 -6% -1% 0% -3% -3% 0% 1% -1% 0% -1% 0% 2% -1% 09 34,917 37,098 38,237 38,216 37,958 38,986 37,402 36,661 38,802 39,841 37,200 36,802 37,677 3% -10% -3% 2% 4% 0% -13% -16% -15% -5% 3% -2% -4% 10 35,854 33,526 37,220 39,036 39,411 38,806 32,533 30,647 32,829 37,739 38.391 36,006 36,000 -4% 7% 3% -1%a -2% 1% 12% 20% 19% 7% -2% 2% 5% 11 34,416 35,892 38,275 38,661 38,733 39.352 36,314 36.682 39,125 40,419 37.778 36,874 37,710 7% 0% -9% 2% 8% 2%n 2% 3% 2% -1% 2% -2% 1% 13 36,706 35,880 34,724 39,377 41.911 40,093 37,013 37,865 40,096 40,176 38,548 36,237 38,219 -8%a 0% 9% -22% -12% 0% 1% 4% 2% 2% -6% 4% -2% 14 33,588 35,720 38,010 30,587 36,806 40,046 37,538 39,420 40,708 41,091 36.374 37.656 37,295 -71% 2%n 2% 31% 9% 0% -9% 21% -11% 1% 7% 0% 4% 15 31,146 35,164 38,929 40,065 40,211 40,134 34.176 47,895 36,269 41,414 38,902 37,696 38,649 18% 6% _1% -3% 1% 2% 10% -19% 10% -1% _1% _1% 1% 16 36,825 37,225 38,367 39,040 40,683 _41,076 37,539 38,763 39,886 41,080 38.613 37 504 38,884 Seasonal Adjustment Factol 1.08 1.05 1.00 1.00 0.96 0.95 1.05 1.00 0.99 0.94 1.00 1.03 (to average month) MART ITALICS=ESTIMATED DATA © Speed Data MDIVI TRANSPORTATION CONSULTANTS, INC. Page 1 Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough,MA North Andover,MA www.mdmtrans.com Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 01/31119 0 0 0 0 5 10 11 2 2 0 0 0 0 0 30 44 01:00 0 0 0 1 4 5 1 0 1 0 0 0 0 0 12 40 02:00 0 0 0 6 3 8 4 0 0 0 0 0 0 0 21 41 03:00 0 0 1 0 2 4 3 1 1 0 0 0 0 0 12 45 04:00 0 0 0 0 5 9 6 4 1 0 0 0 0 0 25 46 05:00 0 0 1 5 24 31 18 1 0 0 0 0 0 0 80 41 06:00 4 1 7 18 53 72 23 4 0 0 0 0 0 0 182 39 07:00 0 0 10 55 124 121 31 5 2 0 0 0 0 0 348 39 08:00 5 4 14 57 116 170 46 7 0 0 0 0 0 0 419 39 09:00 0 1 12 31 83 149 66 14 0 0 0 0 0 0 356 42 10:00 1 0 5 13 98 125 71 14 0 0 0 0 0 0 327 42 11:00 0 0 8 32 73 150 79 23 0 0 0 0 0 0 365 42 12 PM 2 2 1 38 99 168 84 16 2 1 0 0 0 0 413 42 13:00 1 0 8 42 98 146 114 24 3 0 0 0 0 0 436 43 14:00 5 3 8 38 147 198 107 23 1 0 0 0 0 0 530 42 15:00 6 15 26 95 220 249 73 15 1 0 0 0 0 0 700 39 16:00 2 3 13 101 336 298 93 4 1 1 0 0 0 0 852 39 17:00 3 8 59 172 304 200 53 7 0 1 0 0 0 0 807 38 18:00 10 36 67 199 239 123 28 2 1 0 0 0 0 0 705 36 19:00 0 1 16 58 180 161 37 8 0 0 0 0 0 0 461 39 20:00 0 0 1 30 76 131 59 11 1 0 0 0 0 0 309 42 21:00 0 0 6 14 54 100 62 16 0 1 0 0 0 0 253 43 22:00 0 0 2 9 26 52 50 7 3 2 0 0 0 0 151 43 23:00 0 1 1 2 8 25 25 9 3 0 0 0 0 0 74 45 Total 39 75 266 1016 2377 2705 1144 217 23 6 0 0 0 0 7868 Statistics 10 MPH Pace Speed: 31-40 MPH 85th Percentile: 40 MPH 95th Percentile: 44 MPH Number of Vehicles>30 MPH: 6472 Percent of Vehicles>30 MPH: 82.3% Mean Speed(Average): 35 MPH MDM TRANSPORTATION CONSULTANTS, INC. Paget Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough,MA North Andover,MA www.mdmtrans.com Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 02/01/19 0 1 1 2 2 6 11 3 1 0 0 0 0 0 27 44 01:00 0 0 0 1 1 4 5 5 0 0 0 0 0 0 16 47 02:00 0 0 1 1 1 3 3 1 0 0 Q 0 0 0 10 44 03:00 0 0 0 1 1 6 4 0 0 0 0 0 0 0 12 42 04:00 0 0 0 0 2 5 12 3 0 1 0 0 0 0 23 45 05:00 0 0 0 4 8 24 15 5 1 2 0 0 0 0 59 44 06:00 0 2 4 17 29 69 39 13 0 0 0 0 0 0 173 43 07:00 1 0 8 18 96 170 91 11 1 0 0 0 0 0 396 42 08:00 2 0 1 21 93 144 92 17 5 0 0 0 0 0 375 43 09:00 1 0 2 8 74 175 106 22 1 0 0 0 0 0 389 43 10:00 0 0 2 12 74 167 98 32 2 0 0 0 0 0 387 43 11.00 1 0 9 30 134 209 100 14 2 0 0 0 0 0 499 42 12 PM 2 0 2 32 119 210 98 17 2 0 0 0 0 0 462 42 13:00 1 1 3 33 122 255 108 16 1 0 0 0 0 0 540 42 14:00 3 1 14 76 150 229 94 21 6 0 0 0 0 0 594 41 15:00 9 24 40 127 250 264 66 10 3 0 0 0 0 0 793 39 16:00 5 16 22 110 258 311 89 8 2 0 0 0 0 0 821 39 17:00 12 21 49 182 274 216 49 7 0 0 0 0 0 0 810 38 18:00 15 7 50 182 264 164 33 1 1 0 0 0 0 0 717 37 19:00 2 6 17 77 164 167 40 4 0 0 0 0 0 0 477 39 20:00 0 0 13 17 101 127 44 9 2 0 0 0 0 0 313 40 21:00 3 3 2 26 66 71 49 8 0 0 0 0 0 0 228 42 22:00 0 2 1 9 43 87 60 10 4 0 0 0 0 0 216 43 23:00 0 0 1 7 17 48 23 6 0 0 0 0 0 0 102 42 Total 57 84 242 993 2343 3131 1329 243 34 3 0 0 0 0 8459 Statistics 10 MPH Pace Speed: 31-40 MPH 85th Percentile: 41 MPH 95th Percentile: 44 MPH Number of Vehicles>30 MPH: 7083 Percent of Vehicles>30 MPH: 83.7% Mean Speed(Average): 36 MPH MDM TRANSPORTATION CONSULTANTS, INC. Page Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough, MA North Andover,MA www.mdmtrans.com Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 02/02/19 0 0 0 1 7 27 17 3 1 0 0 0 0 0 56 43 01:00 0 0 2 1 2 7 5 2 0 1 0 0 0 0 20 45 02:00 0 0 1 3 3 3 5 0 1 0 0 0 0 0 16 43 03:00 0 0 0 2 1 4 5 1 0 0 0 0 0 0 13 44 04:00 0 0 0 0 0 6 6 2 0 0 0 0 0 0 14 44 05:00 0 0 0 0 1 9 8 5 0 0 0 0 0 0 23 46 06:00 0 1 0 3 10 18 23 5 2 0 0 0 0 0 62 44 07:00 0 0 0 3 39 67 57 16 3 0 0 0 0 0 185 44 08:00 0 0 2 11 36 107 89 15 1 0 0 0 0 0 261 43 09:00 0 1 2 8 47 143 147 28 7 0 0 0 0 0 383 44 10:00 1 0 4 11 68 214 113 24 1 1 0 0 0 0 437 43 11:00 2 0 4 24 125 195 134 25 3 0 0 0 0 0 512 43 12 PM 0 0 5 37 137 245 108 15 2 0 0 0 0 0 549 41 13:00 2 1 9 37 154 227 124 28 1 0 0 0 0 0 583 42 14:00 0 1 4 47 128 243 117 23 1 0 0 0 0 0 564 42 15:00 1 4 8 39 110 166 138 26 2 0 0 0 0 0 494 43 16.00 0 3 4 36 114 191 110 24 4 1 0 0 0 0 487 42 17:00 4 15 11 59 137 164 78 8 0 0 0 0 0 0 476 40 18:00 1 0 5 64 138 163 50 11 0 0 0 0 0 0 432 39 19:00 0 2 5 28 85 110 53 3 0 0 0 0 0 0 286 41 20:00 1 1 4 19 53 91 48 7 0 1 0 0 0 0 225 42 21:00 0 1 1 7 51 78 43 10 2 0 0 0 0 0 193 43 22:00 0 0 3 8 32 67 48 12 0 1 0 0 0 0 171 43 23:00 0 0 1 3 21 40 24 3 2 0 0 0 0 0 94 43 Total 12 30 75 451 1499 2585 1550 296 33 5 0 0 0 0 6536 Statistics 10 MPH Pace Speed: 36-45 MPH 85th Percentile: 42 MPH 95th Percentile: 45 MPH Number of Vehicles>30 MPH: 5968 Percent of Vehicles>30 MPH: 91.3% Mean Speed(Average): 38 MPH ........ ......... ..... ......... ......... ........ ......... ... ... ... .... ........ ......................... IVIDM TRANSPORTATION CONSULTANTS, INC. Page Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough,MA North Andover,MA www.mdmtrans.com Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 02/03/19 0 1 1 1 8 14 17 6 1 1 0 0 0 0 50 45 01:00 0 0 0 1 3 10 11 5 3 0 0 0 0 0 33 48 02:00 0 0 0 0 3 1 3 1 1 0 0 0 0 0 9 48 03:00 0 0 0 4 2 2 4 0 2 0 0 0 0 0 14 44 04:00 0 0 0 0 0 3 5 1 1 0 0 0 0 0 10 47 05:00 0 0 0 0 1 7 5 3 0 0 0 0 0 0 16 46 06:00 0 0 0 1 3 15 10 10 2 1 0 0 0 0 42 48 07:00 0 0 0 3 12 57 39 14 5 0 0 0 0 0 130 44 08:00 0 0 1 4 18 57 64 22 10 1 0 0 0 0 177 46 09:00 1 0 0 8 19 114 93 31 4 0 0 0 0 0 270 44 10:00 0 0 0 8 40 138 122 37 11 2 0 0 0 0 358 44 11:00 0 0 3 19 77 192 115 51 7 0 0 0 0 0 464 44 12 PM 3 1 4 26 95 202 139 30 6 0 0 0 0 0 506 43 13:00 3 6 3 15 114 192 98 26 1 0 0 0 0 0 458 42 14:00 0 0 5 24 77 145 112 35 3 2 0 0 0 0 403 44 15:00 1 3 4 19 58 140 111 38 4 1 0 0 0 0 379 44 16:00 0 0 0 13 52 126 101 30 3 1 0 0 0 0 326 44 17:00 0 0 12 45 101 142 69 15 2 0 0 0 0 0 386 42 18:00 0 2 2 13 65 102 50 12 0 0 0 1 0 0 247 42 19:00 0 0 1 6 15 34 33 4 2 1 1 0 0 0 97 44 20.00 0 0 2 4 26 32 32 10 3 0 0 0 0 0 109 44 21:00 0 0 0 4 9 18 14 6 0 0 0 0 0 0 51 44 22:00 1 0 2 15 41 53 31 7 2 0 0 1 1 0 154 43 23:00 0 0 0 11 25 58 31 5 0 0 0 0 0 0 130 42 Total 9 13 40 244 864 1854 1309 399 73 10 1 2 1 0 4819 Statistics 10 MPH Pace Speed: 36-45 MPH 85th Percentile: 44 MPH 95th Percentile: 48 MPH ]Number of Vehicles>30 MPH: 4513 Percent of Vehicles>30 MPH: 93.7% Mean Speed(Average): 39 MPH Stats Mean Speed(Average): 37 MPH 85th Percentile: 42 MPH 95th Percentile: 44 MPH Number of Vehicles>30 MPH: 24036 Percent of Vehicles>30 MPH: 86.8% MDIVI TRANSPORTATION CONSULTANTS, INC. Page Chic&ering Road 28 Lord Road, Suite 280 South of Massachusetts Avenue Marlborough,MA North Andover,MA www.mdmtrans.com Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 01/31/19 0 0 1 2 7 7 5 0 0 0 0 0 1 0 23 42 01:00 0 0 0 0 3 5 3 0 0 0 0 0 0 0 11 42 02:00 0 0 0 0 7 4 2 0 0 0 0 0 0 0 13 40 03:00 0 2 0 0 8 17 4 1 0 0 0 0 0 0 32 40 04:00 0 0 0 4 22 39 13 4 1 0 0 0 0 0 83 42 05:00 0 1 0 22 75 142 50 8 3 0 0 0 0 0 301 41 06:00 6 12 14 89 235 174 44 6 0 0 0 0 0 0 580 38 07:00 12 13 81 214 219 169 33 2 0 0 0 0 0 0 743 37 08:00 9 13 55 173 238 169 42 5 0 0 0 0 0 0 704 38 09:00 5 7 20 65 137 175 58 8 2 0 0 0 0 0 477 39 10:00 7 12 7 43 116 128 58 3 0 0 0 0 0 0 374 40 11:00 5 4 7 31 125 185 66 9 1 0 0 0 0 0 433 40 12 PM 8 6 8 56 151 164 68 8 1 0 0 0 0 0 470 40 13:00 7 6 6 47 144 183 70 7 0 0 0 0 0 0 470 40 14:00 12 14 33 50 160 164 54 9 0 0 0 0 0 0 496 39 15:00 10 9 53 112 220 142 39 6 0 0 0 0 0 0 591 38 16:00 19 6 28 101 194 170 60 2 0 0 0 0 0 0 580 39 17:00 8 7 32 136 212 135 38 3 0 0 0 0 0 0 571 38 18,00 11 7 21 97 181 107 23 3 2 0 0 0 0 0 452 38 19:00 14 7 20 75 138 103 19 3 0 0 0 0 0 0 379 38 20:00 1 3 8 23 72 115 33 5 0 0 0 0 0 0 260 39 21:00 2 3 5 18 55 97 41 4 2 0 0 0 0 0 227 41 22:00 0 3 5 17 29 30 13 3 0 0 0 0 0 0 100 40 23:00 0 0 2 5 4 19 7 2 1 0 0 0 0 0 40 42 Total 136 135 406 1380 2752 2643 843 101 13 0 0 0 1 0 8410 Statistics 10 MPH Pace Speed: 31-40 MPH 85th Percentile: 39 MPH 95th Percentile: 43 MPH Number of Vehicles>30 MPH: 6353 Percent of Vehicles>30 MPH: 75.5% Mean Speed(Average): 34 MPH ... .............. ............ . ......... ......... MDM TRANSPORTATION CONSULTANTS, INC. Page 6 Chickering Road 28 Lord Road, Suite 280 South of Massachusetts Avenue Marlborough, MA North Andover,MA www.mdmtrans.com Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 02/01/19 0 1 4 4 9 9 4 2 0 0 0 1 0 0 34 42 01:00 0 0 1 1 1 5 11 0 0 0 0 0 0 0 19 43 02:00 0 0 0 1 1 2 3 2 0 0 0 0 0 0 9 46 03:00 0 0 1 2 3 10 5 1 0 0 0 0 0 0 22 42 04:00 0 3 1 3 9 31 33 7 1 0 0 0 0 0 88 44 06:00 1 1 0 9 45 140 74 24 2 1 0 0 0 0 297 43 06:00 6 1 11 44 133 226 70 7 2 0 0 0 0 0 500 40 07:00 4 15 15 123 228 170 80 7 1 0 0 0 0 0 643 39 08:00 12 1 13 57 176 202 97 7 1 0 0 0 0 0 566 41 09.00 12 4 11 36 156 182 74 9 0 0 0 0 0 0 484 40 10:00 7 10 8 48 136 168 66 12 1 0 0 0 0 0 456 40 11:00 9 7 10 34 160 216 83 11 0 0 0 0 0 0 530 40 12 PM 10 10 9 53 155 200 67 14 3 0 0 0 0 0 521 40 13:00 12 14 26 80 192 198 69 5 0 0 0 0 0 0 596 39 14:00 7 9 26 74 171 157 57 8 0 1 0 0 0 0 510 39 15:00 4 11 28 109 235 215 65 7 0 0 0 0 0 0 674 39 16:00 10 20 43 91 174 161 57 7 0 0 0 0 0 0 553 39 17:00 13 9 22 95 219 145 37 11 0 0 0 0 0 0 551 38 18:00 21 6 29 108 176 113 30 4 0 0 0 0 0 0 487 38 19:00 10 14 32 79 139 120 31 4 0 0 0 0 0 0 429 38 20:00 0 6 8 35 102 115 31 1 0 0 0 0 0 0 298 39 21:00 2 0 7 26 54 86 29 5 0 1 0 0 0 0 210 40 22:00 0 1 6 21 48 56 29 4 2 0 0 0 0 0 167 41 23.00 0 0 5 5 13 32 13 4 0 0 0 0 0 0 72 42 Total 140 143 316 1138 2735 2949 1115 163 13 3 0 1 0 0 8716 Statistics 10 MPH Pace Speed: 31-40 MPH 85th Percentile: 39 MPH 95th Percentile: 43 MPH Number of Vehicles>30 MPH: 6979 Percent of Vehicles>30 MPH: 80.1% Mean Speed(Average): 35 MPH MDM TRANSPORTATION CONSULTANTS, INC. page? Chickering Road 28 Lord Road, Suite 280 South of Massachusetts Avenue Marlborough, MA North Andover,MA www.mdmtrans.com Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 02/02/19 2 1 1 5 8 14 8 0 0 0 0 0 0 0 39 41 01:00 0 0 1 1 4 8 3 3 0 0 0 0 0 0 20 45 02:00 0 1 0 1 2 7 2 2 0 0 0 0 0 0 15 44 03:00 0 0 0 1 2 4 3 0 0 0 0 0 0 0 10 42 04:00 1 0 1 0 9 10 4 1 0 0 0 0 0 0 26 41 05:00 0 0 1 0 12 26 21 4 0 0 0 0 0 0 64 43 06:00 1 3 3 5 21 56 32 6 1 0 0 0 0 0 128 43 07:00 5 11 5 10 49 107 50 13 1 0 0 0 0 0 251 42 08:00 2 7 11 15 59 130 fig 11 3 1 0 0 0 0 308 42 09:00 9 4 6 17 112 155 79 15 1 0 0 0 0 0 398 42 10:00 7 11 12 57 152 205 76 12 3 0 0 0 0 0 535 40 11:00 9 13 18 63 190 230 56 9 0 0 0 0 0 0 588 39 12 PM 12 6 20 90 243 197 63 6 0 0 0 0 0 0 637 39 13.00 9 13 29 106 186 215 75 13 0 0 0 0 0 0 646 39 14:00 8 8 17 142 193 170 78 22 0 0 0 0 0 0 638 40 15:00 7 14 19 47 154 224 79 10 2 0 0 0 0 0 556 40 16:00 6 0 9 68 168 184 61 8 0 0 0 0 0 0 504 39 17:00 2 7 25 87 190 183 28 6 1 0 0 0 0 0 529 38 18:00 10 7 20 51 189 124 32 2 0 0 0 0 0 0 435 38 19:00 2 0 4 35 94 127 28 3 1 0 0 0 0 0 294 39 20:00 3 6 5 37 121 73 21 1 1 0 0 0 0 0 268 38 21:00 1 2 6 22 44 85 29 3 0 0 0 0 0 0 192 40 22:00 0 2 8 10 42 59 28 3 0 0 0 0 0 0 152 41 23:00 2 2 4 11 17 22 14 4 1 1 0 0 0 0 78 42 Total 98 118 225 881 2261 2615 939 157 15 2 0 0 0 0 7311 Statistics 10 MPH Pace Speed: 31-40 MPH 85th Percentile: 40 MPH 95th Percentile: 43 MPH Number of Vehicles>30 MPH: 5989 Percent of Vehicles>30 MPH: 81.9% Mean Speed(Average): 35 MPH MDM TRANSPORTATION CONSULTANTS, INC. Page Chickering Road 28 Lord Road,Suite 280 South of Massachusetts Avenue Marlborough,MA North Andover,MA www.mdmtrans.com Southbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th Time 15 20 25 30 35 40 45 50 55 60 65 70 75 999 Total Percent 02/03/19 0 3 1 1 16 10 8 2 1 0 0 0 0 0 42 42 01:00 0 0 0 1 6 5 4 5 1 0 0 0 0 1 23 47 02:00 0 ❑ 1 0 1 5 1 2 0 0 0 0 0 0 10 46 03:00 0 0 1 3 4 3 2 1 0 0 0 0 0 0 14 42 04:00 0 1 0 0 1 5 2 0 0 0 0 0 0 0 9 41 05:00 0 0 1 0 8 23 8 3 0 0 0 0 0 0 43 42 06:00 1 5 1 3 11 29 23 2 1 0 0 0 0 0 76 43 07:00 2 6 2 8 15 51 45 14 2 0 0 0 0 0 145 44 08:00 0 2 0 2 51 115 71 13 1 0 1 0 0 0 256 43 09.00 3 5 2 14 61 121 80 29 1 0 0 0 0 0 316 43 10:00 0 2 6 11 101 208 92 10 3 0 0 0 0 0 433 42 11:00 0 2 13 42 156 210 107 10 0 1 0 0 0 0 540 41 12 PM 4 5 14 36 174 219 81 7 1 0 0 0 0 0 541 40 13:00 5 5 14 69 203 164 84 11 0 0 0 0 0 0 555 40 14:00 7 5 9 52 98 188 92 16 0 0 0 0 0 0 467 42 15:00 1 1 5 19 96 180 96 15 1 0 0 0 0 0 414 42 16:00 2 6 2 30 102 175 69 14 1 2 0 0 0 0 403 41 17:00 1 0 9 49 147 127 38 4 ❑ 0 0 0 0 0 375 39 18:00 0 2 5 32 70 70 31 0 1 0 0 0 0 0 211 40 19:00 4 4 4 9 22 43 11 3 1 0 0 0 0 0 101 39 20:00 1 1 2 5 24 36 14 2 0 0 0 0 0 0 85 41 21:00 0 0 1 7 21 23 11 4 1 0 0 0 0 0 68 42 22:00 1 0 4 18 55 51 23 7 0 1 1 0 0 0 161 41 23:00 0 0 1 13 30 56 22 2 0 0 0 0 0 0 124 41 Total 32 55 98 424 1472 2117 1015 176 16 4 2 0 0 1 5412 Statistics 10 MPH Pace Speed: 31-40 MPH 85th Percentile: 41 MPH 95th Percentile: 44 MPH Number of Vehicles>30 MPH: 4803 Percent of Vehicles>30 MPH: 88.8% Mean Speed(Average): 37 MPH Stats Mean Speed(Average): 35 MPH 85th Percentile: 40 MPH 95th Percentile: 43 MPH Number of Vehicles>30 MPH: 24124 Percent of Vehicles a 30 MPH: 80.8% ❑ Crash Data :&4-flI._- T. -::?OT Crash Roportfor NORTH ANUOVERfor the yoar6 of 2014.2016 �y M M"ISO.Eeh d �OEM-k.�1 iep�... 2016 W.bEM1v�vM miw o.+�a+...�omVWl«Y+ — W:TuNyl�/V2TvwYq W',laWEa+Ef wna.h,nAw/N:P+bJo-..+rW w..rv;rs..pw �wva xwshu+eawx �rsaw H..su a e w.e W.1W�1e,w+P rhon ew Crr�r ano�romnevonow 2015 hmnraw�. wwra�. W;cmbnwm wrr- bn-yv�p N:�biq wYeOpMh W:p1lWnvb nely vxmf'/Yaw�'4 WU4 xo[npp4p/ n11F4 by ToryJ;Ltigpp�N:RwweRwr/ OfA.IpYK CNNt91dGA0A413rt Rn �[1T000 N(MIN NICWEA�iYP]MS f.'APIr NatiW I i 0 Rv�M YwJ W'.9wUEaM n®Irlr!�nNAh IVA 2014 N;IIp/wgwh wYlan, W;O�p[lon�molar w�ceew�cmwvAwn N:lbxwpmaggatlh .maa.ilaml.f'�'rScoq�wv/avwlf v2Parwpr +rm+rrar.na. vye.r.zsd.a.,rw.r N:eacm..ar nMw�Nehhh[Ifal w.rwarpaawpw�mw w+rw» hY�aerVl.[rrW9rawOa vxf.�m.wmar va rye..a.nmA� «n aw.t a�awn.w.tw+M euecauwnufr, roa[H�ccveA c�+.wew P. l Modrrg6f � � '. a Highway INTERSECTION CRASH RATE WORRSHEET CITY/TOWN: Hopkinton, MA COUNT DATE: Jan-18 DISTRICT: 3 UNSIGNALIZED : SIGNALIZED : INTERSECTION DATA MAJOR STREET: Chickering Road MINOR STREET(S) : 247 Chickering Road Exit Chickering Road INTERSECTION North (2) DIAGRAM (Label Approaches) Site Exit (4) Chickering Road PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB WS Approach Volume PEAK HOURLY VOLUMES (PM) : 944 609 0 29 r. ? INTERSECTION ADT(V)=TOTAL DAILY K" FACTOR: 0.088 APPROACH VOLUME : 17'877 AVERAGE#OF TOTAL#OF CRASHES : 4 # 3 CRASHES PER YEAR YEARR S : A?: CRASH RATE CALCULATION : * � RATE = (A`1,000,000) k ( V 366) Comments : MassDOT District 4 Avg: Si nalized=0.73; Unsi nalized=0.57 Project Title & Date: 1021 -North Andover ❑ Sight Distance Calculations Stopping Sight Distance - Regulatory Chickering Road approaches to Site Driveway BRAKE REACTION CALCULATED STOPPING SPEED DISTANCE BRAKING DISTANCE SIGHT DISTANCE (MPH) (FT) (FT) (FT) Direction 1 NB 40 147 153.3 300.3 Direction 2 SB 40 147 153.3 $00.3 INPUTS Direction 1 Direction 2 Travel Direction NB SB Speed 40 40 Grade 0 0 t 2.5 2.5 a 11.2 11.2 Stooping Sight Distance(SSD)-Source:AASHTO SSD= Reaction Distance+Brake Distance Reaction Distance=1.47 x t x V Brake Distance= V"21(30 x((a/32.2)+G)) Where: t=reaction time(sec) V=travel speed(mph) G=roadway grade a-deceleration rate(tt/sec"2) Stopping Sight Distance - 85th Percentile Chickering Road approaches to Site Driveway BRAKE REACTION CALCULATED STOPPING SPEED DISTANCE BRAKING DISTANCE SIGHT DISTANCE (MPH) (FT) (FT) (FT) Direction 1 NB 42 154.35 169.1 323.4 Direction 2 SB 40 147 163.3 300.3 INPUTS Direction 1 Direction 2 Travel Direction NB SB Speed 42 40 Grade 0 0 It 2.5 2.5 a 11.2 11.2 Stopping Sight Distance(SSD)-Source:AASHTO SSD= Reaction Distance+Brake Distance Reaction Distance= 1.47 x t x V Brake Distance= V"2/(30 x((a/32.2)+G)) Where: It=reaction time(sec) V=travel speed(mph) G=roadway grade a-deceleration rate((t/sec"2) Intersection Sight Distance Calculations Source: A Policy on Geometdc Design of Highways and Street, 61h Edition;AASHTO;2011. ISD= 1.47 *V*t V=speed t time gap t=7.5 s for a passenger car for Left Turn from a Stop t=6.5 s for a passenger car for Right Turn from a Stop Chickerina Road iSD= 1.47*40*7.5=441 ft SAY 445 ft (ieft-turn from a stop) ISD= 1.47 *30*6.5= 382ft SAY 3850ft (right-turn from a stop) ❑ Trip Generation Calculations Institute of Transportation Engineers (ITE) loth Edition Land Use Code (LUC) 91.2-Drive-In Bank(Square Footage) Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross FIoor Area Independent Variable(X): 3.25 AVERAGE WEEKDAY DAILY T= 100.03*M T= 100.03* 3.3 T= 325.10 T= 326 vehicle trips with 50%( 163 vpd)entering and 50%( 163 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 9.50*(X) T 9.50* 3.3 T= 30.875 T= 31 with 58%{ 18 vph)entering and 42%( 13 vph)exiting WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 20.45*(X) T= 20.45* 3.3 T= 66.46 T= 66 vehicle trips with 50%( 33 vph)entering and 50%( 33 vph)exiting SATURDAY DAILY T= 86.48*(X) (Caution:Use Carefully-Small Sample Size) T= 86.48* 3.3 T= 281.06 T= 282 vehicle trips with 50%( 141 vpd)entering and 50%( 141 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T 26.35*(X) T 26.35* 3.3 T= 85.6375 T 86 aicle trips with 51%( 44 vph) entering and 49%( 42 vph)exiting LUC 912 (SF)As ❑ Trip Distribution Calculations Traffic Impact Assessment North Andover,Massachusetts 84% 133 848 125 co g r- 5 Site Driveway VOLUME } IN % 90) I SITE 846 649:; qt 469 36% • Site Driveway 1317 1007o t r " CO 3B% 133 469 125 rn� cm u vWeekday Morning Peak Hour 395� 133 609 125 L- 21 j-- 8 Site Driveway VOLUME IN C SITE 609 39% r 4 m 949 61% Site Driveway 1558 100% 1 It to rn 61% 133 949 125 aq NOTES' NEGL,= Negligible North :c Weekday Evening Peak Hour Scale: Not to Scale V IL Attachment TRANSPORTATION CONSULTANTS,INC. J Planners&Engineers Trip Distribution Calculations Dalc:Fcbrmy 2019 '... Dwg No.1021 T1A.dwg Copyright 0 by MDM Transporlalion Consultants,Inc.All rights re mcd. '.. Traffic Impact Assessment North Andover,Massachusetts 64� 39% 53% AVERAGE =52%1 Cn SAY 50% L {� ro . 0 V 53� 133 692 125 t--- 115 �-- 7 Site Driveway VOLUME } IN SITE 692 53%� cn 611 4N Site Driveway 1303 100% rya Q 47% 133 611 125 c ro `m sY 0 36% t31% 47� m v AVERAGE =487 SAY 50 1 North NOTES: Saturday Midday Peak Hour Scale: Not to Scale NEGL.M Negligible TRANSPORTATION CONSULTANTS,INC. Attachment M D M Planners&Engineers Trip Distribution Calculations Dato:February 200 Dwg No.1021 Ti&dwg Copyright®byMDMTsansportalion Consultants,Inc.All Tightsrmt-ved, o Queue Analysis --Drive Through Bank Drive-Through Queue Analysis: Proposed Conditions-Weekday Morning Period: Weekday Midday Peak Hour Input Rate(q) 5 Vehicleslhour Service Rate (u) 30 Vehicles/hour 2.0 Minutes/Vehicle No. Servers 1 k 100 n Run Cdist 0 0,833333 - Avg Q=<1 vehicles over 2 lanes 1 0.138889 0.97 Max Q= 1 vehicles over 2 lanes 2 0,023148 1.00 3 0.003858 1.00 4 0.000643 1.00 5 0.000107 1.00 6 1.79E-05 1.00 7 2.98E-06 1.00 8 4.96E-07 1.00 9 8.27E-08 1.00 10 1.38E-08 1.00 11 2.3E-09 1.00 12 3.83E-10 1.00 13 6.38E-11 1.00 14 1.06E-11 1.00 15 1.77E-12 1.00 16 2.95E-13 1.00 17 4.92E-14 1.00 18 8.21E-15 1.00 19 1.37E-15 1.00 20 2.28E-16 1.00 21 3.8E-17 1.00 22 6.33E-18 1.00 23 1.08E-18 1.00 24 1.76E-19 1.00 25 2.93E-20 1.00 26 4.89E-21 1.00 27 8.14E-22 1.00 28 1.36E-22 1.00 29 2.26E-23 1.00 30 3.77E-24 1.00 1021 Bank Drive Thru Queue.xis MDM Transportation Consultants,Inc. 3I7/2019 Bank Drive-Through Queue Analysis: Proposed Conditions-Weekday Evening Period: Weekday Midday Peak Hour Input Rate(q) 10 Vehiclesihour Service Rafe(u) 30 Vehicles/hour= 2.0 MinutesNehicle No. Servers 1 k 100 n p Un Cdist 0 0.666667 - Avg Q=<1 vehicle 1 0,222222 0,89 2 0.074074 0.96 Max Q=2 vehicles 3 0.024691 0.99 4 0.00823 1.00 5 0.002743 1.00 6 0.000914 1.00 7 0.000305 1.00 8 0.000102 1.00 9 3.39E-05 1.00 10 1.13E-05 1.00 11 3.76E-06 1.00 12 1.25E-06 1.00 13 4.18E-07 1.00 14 1.39E-07 1.00 15 4.65E-08 1.00 16 1.55E-08 1.00 17 5.16E-09 1.00 18 1.72E-09 1.00 19 5.74E-10 1.00 20 1.91E-10 1.00 21 6,37E-11 1.00 22 2.12E-11 1.00 23 7,08E-12 1.00 24 2.36E-12 1.00 25 7.87E-13 1.00 26 2.62E-13 1.00 27 8.74E-14 1.00 28 2.91 E-14 1.00 29 9.71E-15 1.00 30 3.24E-15 1.00 1021 Bank Drive-Thru Queue.xrs MDM Transportation Consultants,Inc. 3/7/2019 Bank Drive-Through Queue Analysis: Proposed Conditions-Saturday Midday Period: Weekday Midday Peak Hour Input Rate (q) 13 Vehicles/hour Service Rate(u) 30 Vehicles/hour 2.0 MinutesNehicle No. Servers 1 k 100 n PL) Cdist 0 0.666667 - Avg Q=<1 vehicle 1 0.245556 0.81 2 0,106407 0.92 3 0.04611 0.96 Max Q=3 vehicles 4 0A19981 0.98 5 0.008658 0.99 6 0.003752 1.00 7 0.001626 1.00 8 0.000706 1.00 9 0.000305 1.00 10 0.000132 1.00 11 5.73E-05 1.00 12 2.48E-05 1.00 13 1.08E-05 1.00 14 4.66E-06 1.00 15 2.02E-06 1,00 16 8.76E-07 1.00 17 3.8E-07 1.00 18 1.64E-07 1.00 19 7.13E-08 1.00 20 3.09E-08 1.00 21 1.34E-08 1.00 22 5.8E-09 1.00 23 2.61E-09 1.00 24 1.09E-09 1.00 25 4.72E-10 1,00 26 2.05E-10 1.00 27 8.86E-11 1.00 28 3.84E-11 1.00 29 1.66E-11 1.00 30 7,21 E-12 1.00 1021 Bank Drive-Thru QueueAs MDM Transportation Consultants,Inc. 3r7/2019 © Capacity Analysis HCM 2010 TWSC 2019 Baseline Conditions 1: Chickering Road & Site Driveway Weekday Morning Peak Hour Intersection Int Delay,slveh 0.2 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 5 8 461 0 0 848 Conflicting Peds,#Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 0 0 5 0 0 0 Mvmt Flow 6 9 512 0 0 942 Ma'orUnor Minorl Ma orl Ma%2 Conflicting Flow All 1454 512 0 0 612 0 Stage 1 512 - - - - Stage 2 942 - - - - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 6.4 - - - - Cdlical Hdwy Stg 2 5.4 - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 145 566 _ 1064 - Stage 1 606 - - - - Stage 2 382 - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 145 566 - - 1064 Mov Cap-2 Maneuver 145 - - - - - Stage 1 606 - - - - - Stage 2 382 - - - - Approach WB NB SB HCM Control Delay,s 19.3 0 0 HCM LOS C Minor LanelMajor_Mvmt NBT NBRWBLnl SBL SBT Capacity(vehm) - 267 1064 HCM Lane V/C Ratio - - 0.054 - HCM Control Delay(s) - - 19.3 0 HCM Lane LOS - - C A HCM 95th%tile 4(veh) - 0.2 0 - G:1Projects11021 -North Andover(MHF)1Synchro11021 EX AM.syn MDM Transportation Consultants,Inc. HCM 2010 TWSC 2019 Baseline Conditions 1: Chickering Road & Site Driveway_ Weekday Evening Peak Hour Intersection Int Delay,slveh 0.5 Movement WBL WBR NBT NSR SBL SBT Vol,vehm 8 21 944 0 0 609 Conflicting Peds,#Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 8 22 994 0 0 641 Major/Minor Minors Maori Ma'or2 Conflicting Flow All 1635 994 0 0 994 0 Stage 1 994 - - - - Stage 2 641 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 112 300 - - 704 - Stage 1 361 - - - - Stage 2 528 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 112 300 - - 704 - Mov Cap-2 Maneuver 112 - - - - Stage 1 361 - - - Stage 2 528 - - - - - Approach WB NB SB HCM Control Delay,s 25.6 0 0 HCM LOS D Minor LanefMa'or Mvmt NBT NBRWBLn1 SBL SBT Capacity(vehlh) - 205 704 - HCM Lane WC Ratio - - 0.149 - - HCM Control Delay(s) - - 25.6 0 - HCM Lane LOS - - D A - HCM 95th°/stile Q(veh) - - 0.5 0 - G:IProjects11021-North Andover(MHF)1Synchro11021 EX PM.syn MDM Transportation Consultants,Inc. HCM 2010 TWSC 2019 Baseline Conditions 1: ChIckering Road & Site Driveway Saturday Midday Peak Hour Intersection Int Delay,slveh 0.3 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 7 18 601 0 0 692 Conflicting Peds,#Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 7 19 626 0 0 721 Major/Minor Minorl Ma'orl Ma'or2 Conflicting Flow All 1347 626 0 0 626 0 Stage 1 626 - - - Stage 2 721 - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Sig 1 5.4 - - - - Critical Hdwy Sig 2 5.4 - - - - - Follow-up Hdwy 35 3,3 - - 2.2 - Pot Cap-1 Maneuver 168 488 - - 965 - Stage 1 537 - - - - - Stage 2 485 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 168 488 - - 965 - Mov Cap-2 Maneuver 168 - - - - Stage 1 537 - - - Stage 2 485 - - - - Approach WB NB SB ^ HCM Control Delay,s 17,3 0 0 HCM LOS C. Minor Laneftjor Mvmt NBT NBRWBLnl SBL SBT Capacity(vehlh) - - 318 965 - HCM Lane WC Ratio - - 0.082 - - HCM Control Delay(s) - - 17.3 0 - HCM Lane LOS - - C A - HCM 95th%vtile Q(veh) - - 0.3 0 - GAProjects11021-North Andover(MHF)1Synchro11021 EX SAT.syn MDM Transportation Consultants,Inc. HCM 2010 TWSC 2026 No-Build Conditions 1: Chickering Road & Site Driveway Weekday Morning Peak Hour Intersection Int Delay,slveh 0.2 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 5 8 477 0 0 878 Conflicting Peds,#Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - 0 Grade,% 0 - 0 - 0 Peak Hour factor 90 90 90 90 90 90 Heavy Vehicles,% 0 0 5 0 0 0 Mvmt Flow 6 9 530 0 0 976 Major/Minor Minors Maori Ma or2 Conflicting Flow All 1506 530 0 0 530 0 Stage 1 530 - - - - - Stage 2 976 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - _ Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 135 553 - - 1048 - Stage 1 594 - - - - - Stage 2 368 - - - - - Platoon blocked,°lo - - - Mov Cap-1 Maneuver 135 553 - - 1048 - Mov Cap-2 Maneuver 135 - - - - - Stage 1 594 Stage 2 368 Approach WB N B S B HCM Control Delay,s 20.2 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(vehlh) - - 252 1048 - HCM Lane VIC Ratio - - 0.057 - - HCM Control Delay(s) - - 20.2 0 - HCM Lane LOS - C A - HCM 95th°Mile Q(veh) - - 0.2 0 - G:IProjectsk1021 -North Andover(MHF)1Synchr61021 NB AM.syn MDM Transportation Consultants,Inc. HCM 2010 TWSC 2026 No-Build Condition 1: Chickering Road & Site Driveway Weekday Evening Peak Hour Intersection Int Delay,slveh 0.5 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 8 21 978 0 0 631 Conflicting Peds,Nhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,4 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 8 22 1029 0 0 664 Major/Minor Minorl Majorl Majo€2 Conflicting Flow All 1693 1029 0 0 1029 0 Stage 1 1029 - - - - - Stage 2 664 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 103 286 - - 683 Stage 1 34B - - Stage 2 516 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 103 266 - - 683 - Mov Cap-2 Maneuver 103 - - - - Stage 1 348 - - - - Stage 2 516 - - - - - Approach WB NB SB HCM Control Delay,s 27.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLnl SBL SBT Capacity(vehlh) - - 192 683 HCM Lane VIC Ratlo - - 0.159 - - HCM Control Delay(s) - - 27.3 0 HCM Lane LOS - - D A HCM 9511h%tile Q(veh) - - 0.6 0 - G:1Projects11021 -North Andover(MHF)1Synchr0021 NB PM,syn MOM Transportation Consultants, Inc. HCM 2010 TWSC 2026 No-Build Conditions 1: Chickering Road & Site Driveway Saturday Midday Peak Hour Intersection Int Delay,slveh 0.3 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 7 18 622 0 0 717 Conflicting Peds,Or 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 7 19 648 0 0 747 Major/Minor Minors Ma'or1 Ma'or2 Conflicting Flow All 1395 648 0 0 648 0 Stage 1 648 - - - - - Stage 2 747 - - - - - Critical Hdwy 6.4 6.2 - - 4A - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 157 474 - - 947 - Stage 1 524 - - - - - Stage 2 472 - - - - Platoon blocked,°/° - - - Mov Cap-1 Maneuver 157 474 - 947 - Mov Cap-2 Maneuver 167 - - - - - Stage 1 524 - - - - - Stage 2 472 - - - - Approach WB NB SI3 HCM Control Delay,s 18 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBI- SBT Capacity(vehfh) - - 303 947 HCM Lane VIC Ratio - - 0.086 - HCM Control Delay(s) - - 18 0 - HCM Lane LOS - - C A - HCM 95th°/Dole Q(veh) - - 0.3 0 - GAProjecls11021-North Andover(MHF)kSynchrok1021 NB SAT.syn MOM Transportation Consultants,Inc. HCM 2010 TWSC 2026 Build Conditions 1: Chickering Road & Site Driveway Weekday Morning Peak Hour Intersection Int Delay,sJveh 0.2 Movement WBL WBR NBT NBR SBL SBT Vol,veh/h 7 6 474 0 0 875 Conflicting Peds,#lhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 0 0 5 0 0 0 Mvmt Flow 8 7 527 0 0 972 Major/Minor Minorl Ma or1 Major2 Conflicting Flow All 1499 527 0 0 527 0 Stage 1 527 - - - - Stage 2 972 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2,2 Put Cap-1 Maneuver 136 555 - - 1050 - Stage 1 596 - - - - - Stage 2 370 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 136 555 - 1050 - Mov Cap-2 Maneuver 136 - - - Stage 1 596 - Stage 2 370 - - - - A roach WB NB SB HCM Control Delay,s 23.5 0 0 HCM LOS C Minor LanelMajor Mv_mt_-_ NBT NBRWBLnl SBL SST Capacity(veh1h) - 209 1050 - HCM Lane VIC Ratio - - 0.069 - HCM Control Delay(s) - - 23.5 0 HCM Lane LOS - - C A - HCM 95th%tile Q(veh) - - 0.2 0 G:IProjects11021 -North Andover(MHF)1Synchro11021 B AM.syn MDM Transportation Consultants,Inc. HCM 2010 TVVSC 2026 Build Condition 1: Chickering Road & Site Driveway Weekday Evening Peak Hour Intersection Int Delay,slveh 0.7 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 16 17 970 0 0 628 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 17 18 1021 0 0 661 MajodMinor Minors Majorl Major2 Conflicting Flow All 1682 1021 0 0 1021 0 Stage 1 1021 - - - - - Stage 2 661 - - - - Critical Hdwy 6.4 6.2 - - 4.1 Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 Pot Cap-1 Maneuver 105 289 - - 688 Stage 1 351 - - - - - Stage 2 517 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 105 289 - - 688 - Mov Cap-2 Maneuver 105 - - - - - Stage 1 351 - - - - - Stage 2 517 - - - - - Approach WB NB SB HCM Control Delay,s 34.6 0 0 HCM LOS D Minor LanelMa'or Mvmt NBT NBRWBLnl SBL SBT Capacity(vehlh) - - 156 688 - HCM Lane VIC Ratio - - 0.223 - - HCM Control Delay(s) - - 34.6 0 HCM Lane LOS - - D A - HCM 95th%tile Q(veh) - - 0.8 0 - G:1Projects11021 -North Andover(MHF)lSynchroll021 B PM.syn MDM Transportation Consultants,Inc. HCM 2010 TWSC 2026 Build Conditions 1: Chickering Road & Site Driveway Saturday Midday Peak dour Intersection lnt Delay,slveh 0.7 Movement WBL WBR NBT NBR SBL SBT Vol,vehlh 21 21 612 0 0 714 Conflicting Peds,#Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - Veh In Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 22 22 638 0 0 744 Major/Minor Minorl Ma'orl Ma'or2 Conflicting Flow All 1382 638 0 0 638 0 Stage 1 638 - - - - - Stage 2 744 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5A - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 160 480 - 956 Stage 1 530 - - - Stage 2 473 - - - - Plaloon blocked,% - Mov Cap-1 Maneuver 160 480 - 956 Mov Cap-2 Maneuver 160 - - - Stage 1 530 - - - Stage 2 473 - - - - Approach WB NB SB HCM Control Delay,s 23.3 0 0 HCM LOS C Minor LanelMajor Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh1h) - - 240 956 HCM Lane VIC Ratio - - 0.182 - - HCM Control Delay(s) - - 23.3 0 HCM Lane LOS - - C A HCM 95th%tile Q(veh) - 0.7 0 GAProjects11021-North Andover(MHF)1SynchrW 021 B SAT.syn MDM Transportation Consultants,fnc. ❑ AutoTURNO Analysis S12 86'23"W - - SNOW STORAGE _ - -=-0 — (i - -- T ® i 'o p 22. 2 _ 3 PROF CON vmm PAD --- -(---_fl` —,�"'' ZONE Z UtLTNNG S€TBAgt—iYP. �t" � P ��' -,. - I' ? VGC 12-R - - \A 6FT Hipi.WHITE. r I SOLID PANEL FENCE �+ I WITH GATE }' PROP a i t PROP. G&"tERATOR -5' P. BLEI AM ? ` PROPOSED 3.250 SF !i 10 ( 1—STORY BANK - — — 20� Wf DRIVE THRU 1 Uj as t i� 67.4• \ t J VR o SNOW tSw Q CQNCRETE L— e'- =' STORAGE ' PROP.SIT ( ,.. --i -? 28 ,t6= t5 UGNR(TIT 2VR PROP. I PROPt ' 7Cp' N BIKE * :NBC ' .r RACK S:pS ' 12'R rR :t ' Q`f? 18 �*0 {RQUT E25; L 12 55'23"E 1, ,.:,..r PROP. MOMWENT SIGN J r '25'FRONT YARD .%25 SF'MAX. BUILDING SETBACK 8' MCH MAX.IR 2 � r 'DROP, 12'P � NOT ENtE CNS Treek 8.00 FT. Lock to Lock Time:6'0 SEC -- Steeing Angle :31.8' \ 4 irJ f 133 Z 20.0' Site Plan Source. MHF Companies,Inc. MDM .1NSP0RTart0Nc0°, LLm11*��,r\'C. Exhibitl� NSF n Proposed Development Lord Road,S.I.,da 5.^.Ai.E r � �.M a, =¢North Andover,Massachusetts Autoturn Analysis see:a.nan d aa:o:nrt.�at rasa LJ CJ /ruC owv wo sazs Awxum tas s-znsa?.mom amecs vo.aaz f SttOW STORAGE 22' 2 !� �PP?�'. iCR�`���� �817FFER :Z�� -�- —..�., �'A�� FF R tStDtNG SEI'BAgt—TTP. � � "`�--�--.��t1 II 127R zSOLID PANEL FENCE . 5R•., , ( PRE. c&uERATORR .5' ACCESSiBLEa ' RAr,�Awe wit � PROPOSED 3,250 SF I to PEEP 1—STORY BANK 2 x rrHau Wf DRIVE THRU p I .;e aS f STORAGE .n i -r [` j i+.T PROP.SITE t F 25 R f 20 ill 1 ' I o' 15 F +r CrcP. ( BIKE RACKlag t� R©AU 4 PROP. MONUMENT SIN25 BUi€t�F 725) 25 SF MAX. 1.R d HIGH MAX /21'1 20 r s 5 North Andover Ladder 1 Pierce XT 100" — Track :6.50 FT. �J�133 4} () () Lock to Lock Time 6.3 SEC. Steering Angle :37.6' -- ! S.W 21.08' F-= Site Plan Source: MHF Companies,Inc. 'RASSFQRT.A ION,CON'-s�LTANTS,INC. '� I to &E,�w, Proposed Development SCALE Exhibit 2 Autoturn Analysis North Andover,Massachusetts North Andover Ladder Truck owc ra ems nwotum�t t zo,a}. aro�et ew.�