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737 Bridge Road Major Site Plan Review (Compressed) V2Your Confirmation number is 20220926423960 Date of Confirmation: 9/26/2022 NOTE: When paying by ACH (Checking) it will take two business days for the payment to be debited from your bank account. Your account number is not verified until this payment is presented to your bank. They have the right to return this payment if unable to process this transaction against your account. Your request for payment(s) of $1075.00 has been received and is subject to approval by your financial institution. Account Information Name:Valley CDC Address:256 Pleasant St Suite A City:Northampton State:MA Zip:01060 Email:ww@ValleyCDC.org Payment Information Payment Type:Credit Card Payer Name:Valley CDC Card Number:************0759 Transaction Information Total: $1075.00 Transaction Northampton Planning and Sustainability Planning Permits Permit: Other Property Owner Name: Prospect Place Owner LLC Permit Application Name: Major Site Plan Approval 40R Assessors Map # for Work Location : 18C Assessors Block # Work Location: 048 ssessors Lot # for Work Location : 001 Email Address: ww@valleyCDC.org Quantity 1 Amount $1,075.00 Fee $0.00 Payment Type Credit Card Privacy - Terms 737 Bridge Road Section 1 Zoning Narrative 1 | P a g e 737 Bridge Road Zoning Narrative 737 Bridge Road, Northampton, MA Major Site Plan 40R Approval Zoning Narrative Sept 9th, 2022 Project Overview: 737 Bridge Road is an existing 73,564 sq ft, 2 story brick building previously used as a nursing home that has been vacant since 2011, falling into severe disrepair. The property was acquired in 2022 by Prospect Place Owner LLC, a joint venture between the previous owner and the non-profit corporation Valley Community Development (Valley). Valley, an experienced affordable housing developer based in Northampton, is the majority owner and the managing partner of this joint venture. 737 Bridge Road was acquired with a plan to change its use, following remediation and gut rehabilitating of the existing building, to approximately 60 affordable family apartments. The property is located in URB, which is primarily used for residential single family, and small multifamily residences. In Sept-Oct of 2022, the City of Northampton applied for and was since granted a 40R overlay district (Urban Residential sustainable Growth overlay District) which has the same design guidelines as URB but allows for the change of use to 60 +/- apartments as of right with Planning Board site plan approval. This narrative reviews Section 7 of the City of Northampton Zoning regulations for URB (the underlying district) and applicable sections of the overlaying district through Section 350-20.19. Urban Residential Sustainable Growth Overlay District Review, per Section 350-20.19 Zoning Section: Required per Zoning: Proposed Compliance: 350-20.19 (A) Permitted uses: single-family, multifamily development, townhouse development Compiles - Multifamily development in existing building consisting of 60 apartment units 350-20.19(B) Density allowable: Density of 20 or more units per acre. Compiles - Existing site consists of 266,821 sq ft (or 6.13 acres) allowing for a density of 122 dwelling units. 350-20.19(C) Design Standards: Any multifamily project creating seven or more units in one or more phases within a 5-year period shall comply with the following items: 1. Front doors must face to the street. 2. Buildings must have a covered entry. 3. Parking for more than 5 cars shall be distributed on the site to minimize impact to the neighborhood character, which shall be accomplished with by Partially Compiles – Existing building front entry faces towards Bridge Road (existing) with a proposed covered entry per plans. There is an existing parking lot that we plan to repair and expand slightly per civil site plans. Proposed parking is setback away from Bridge Road and Hatfield Streets. There are proposed plantings to screen parking areas for less impact. Additional shade trees are proposed adjacent to the parking lot to minimize heat island impact. 2 | P a g e 737 Bridge Road Zoning Narrative small groupings of spaces surrounded by landscaping or parallel parking along a narrow driveway to mimic an alley. Driveways wider than 15 feet shall be visually buffered from side lot lines through setbacks or screening to adequately block car headlights. These standards shall apply unless the Board finds that an alternative means to accomplish results is designed. 350-20.19 (1)(a) Buildings & Parking, Section (A): The first row of buildings along a street shall face the street and add to the streetscape. There shall not be any parking, except incidental to a driveway or roadway, between the first row of buildings and the street. Parking shall be located behind buildings or designed otherwise to minimize view from the public street. Compiles – Existing building is setback approx. 107 ft from Bridge Road (at the front lot line) & faces front lot line. There is a small existing parking located in front of the building, which will be screened by new vegetation. Most parking is located at the sides & rear of the site, minimizing view. 350-20.19 (1)(b) Buildings & Parking, Section (B): The area between the property and the road pavement shall be made to be pedestrian-friendly, with sidewalks, street furniture, trees and other vegetation and approved by the PAA. All landscaping incorporated as part of the applicant's design between the street and the building(s) shall facilitate and enhance the pedestrian use of sidewalks and other areas adjacent to the building. Such streetscape may include rebuilding by the applicant, as necessary, of granite curbs, ADA- compliant concrete sidewalks, tree belts, and drainage improvements incorporating low-impact development standards for any necessary drainage improvements triggered by these changes. Compiles – Proposed site plan improvements provide provisions for all building entrances to be accessible including accessible access points from parking lots at front, rear and side yards. The proposed site improvements include pedestrian access sidewalks from all three of the adjacent public ways (Bridge Road, Prospect Ave and Hatfield St). 3 | P a g e 737 Bridge Road Zoning Narrative 350-20.19 (1)(c) Buildings & Parking, Section (C): Buildings that abut existing residential properties shall incorporate building articulation alongside facades. Building projections shall be incorporated for any side facade that is longer than 30 feet. Partially Compiles – The existing building abuts residential use Zones on all four sides. The existing building front and rear façade includes 3 smaller wings that jut out creating smaller faces. Each face is approx. 50 ft wide and is broken up with courtyards and further enhanced with landscaping & plantings. The East and West faces of the building are existing long facades. The proposed plans show that these long facades are architecturally articulated with windows and spandrels and the site re-use will add landscaping. 350-20.19 (1)(d) Buildings & Parking, Section (D): Front facades shall have setbacks consistent with other buildings within the block or provide a different setback that is necessary to address any natural resources constraints, such as wetlands or topography. Does not compile – The building resides on an existing developed site with no changes to the footprint proposed. The front setback is 107 ft away from the front lot line and includes provisions for an enhanced landscaping to blend harmoniously with the surrounding uses. 350-20.19 (2)(a) Streets & Roadways, Section (A): Projects shall connect to all surrounding neighborhoods with bicycle and pedestrian access to the extent possible. [1] For projects that have more than one vehicular access, driveways and roadways shall internally and externally connect to each other and dead-end streets shall be avoided whenever possible. Dead-end roadways and driveways shall never exceed 500 feet and, to the extent possible, must include a bicycle and pedestrian connection from the dead-end street to a street, common area, park or civic space. [2] For projects that have a single vehicular access, such access shall not exceed 500 feet and pedestrian access shall also be provided directly from any street to residential units. Compiles – Proposed site plan includes modification of the existing vehicular access into the site.Both the Bridge Road entrance and the Hatfield entrance provide a continuous access connection to each other allowing emergency personnel to circulate through the site without turn-around areas. Proposed site also maintains pedestrian access points from Bridge Road and Hatfield while including a new pedestrian access point from Proposed Ave. The site has a newly installed pad for a future ValleyBike Share station located on the property to facilitate bike transport for residents and includes provisions for the creation of two new 30 bike stations (for 60 total covered bike parking). 4 | P a g e 737 Bridge Road Zoning Narrative 350-20.19 (2)(b) Streets & Roadways, Section (B): The design standards for the length of dead-end streets, protection of natural features, sidewalks, wheelchair ramps, landscaping, utilities, and the construction method and materials for water lines, sanitary sewers, storm sewers, fire protection, sidewalks, private roads and other infrastructure shall be those set forth in Chapter 290, Subdivision of Land. These standards shall apply even for private roadways and driveways that are not part of a subdivision, unless waived by the PAA. Compiles – Proposed site plan improvements include the re-use of existing water line, sanitary sewer and storm drains. Modifications are proposed for Bridge Road & Hatfield entrances to improve public safety. Existing stormwater connections shall continue to be used with no increase in stormwater flow. Stormwater treatment will be improved through added filtration. Stormwater permit has been submitted to DPW for review & conformance with city requirements. 350-20.19 (2)(c) Streets & Roadways, Section (C): Driveways and private roadways shall be designed to function as private alleys, or shared streets with pedestrians and cyclists, and engineered to keep speeds below 15 miles per hour, or yield streets with separate sidewalks. Such sidewalks shall connect to sidewalks along adjacent streets. Compiles – Proposed vehicular access through site from Bridge Road entrance to Hatfield Street entrance is designed for combined vehicular and cyclist traffic. Proposed sidewalks planned at all vehicular routes on site providing said connections to adjacent public ways as described in this section. 350-20.19 (2)(d) Streets & Roadways, Section (D): Vehicular access shall connect to surrounding streets as appropriate to ensure safe and efficient flow of traffic within the surrounding neighborhood and to mitigate increases in traffic on nearby streets. Compiles – Proposed site plan continues the use of two driveways for site access (existing condition) but both are repositioned to improve traffic safety with connecting streets. The arrangement of driveways is the result of recommendations from the attached Traffic Study, opinions of neighbors, and input from City departments, including Planning, DPW, and Fire. 350-20.19 (2)(e) Streets & Roadways, Section (E): Preexisting paths historically used as bicycle and pedestrian trails shall be preserved to the extent possible and marked with appropriate signage. Compiles – Proposed site plan includes new pedestrian sidewalk access to 737 Bridge Road from Prospect Avenue at two locations to allow continuation of the existing informal pedestrian access to the site by abutters. 350-20.19 (2)(f) Streets & Roadways, Section (E): The PAA must find that: Sections [1], [2] (a) (b), and [3] are met. Compiles – The proposed project includes modifications to the existing vehicular entrances at Bridge Road and Hatfield Street as reviewed prior with City staff & studied by a traffic engineer for optimized traffic pattern. The 5 | P a g e 737 Bridge Road Zoning Narrative [1] The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets, cycle tracks and bike paths, minimize traffic impacts on the streets and roads in the area. If applicable, this shall include considering the location of driveway openings in relation to traffic and adjacent streets, cross-access easements to abutting parcels, access by public safety vehicles, the arrangement of parking and loading spaces, connections to existing transit or likely future transit routes, and provisions for persons with disabilities; and the PAA may allow reduced parking requirements. [2] The project, including any concurrent road improvements, will not decrease the level of service (LOS) of all area City and state roads or intersections affected by the project below the existing conditions when the project is proposed and shall consider the incremental nature of development and cumulative impacts on the LOS. The project proponent must demonstrate that all cumulative and incremental traffic impacts have been mitigated. If those impacts are not mitigated, the PAA shall require in-lieu- of payments to fund a project's proportional share of necessary improvements to mitigate off-site traffic impacts, including provision of public transit and pedestrian or bicycle paths, in lieu of requiring off-site improvements. All in-lieu-of payments will be expended with the approval of the Mayor and City Council only after first being introduced for recommendation to the Transportation and Parking Commission, consistent with PAA conditions. In-lieu-of traffic mitigation payment shall be assessed by the PAA after a fact-based analysis proposed project includes a newly approved and partially constructed covered bus station & shared bike station (Valley Bikes) on the lot. Proposed site works includes the addition of 6 new accessible parking spaces and provisions for all entrances and exits into and from the building to be ADA accessible. Proposed site improvements also include bike parking for each apartment (60 total) with all of the bike parking being covered, exceeding the city’s requirements. The proposed site improvements also include (in response to City requirements and abutter feedback) a new sidewalk along the side lot boarding Prospect Ave. There is currently no sidewalk along Prospect Ave at this location posing a safety risk for pedestrian travel. The project addresses this by adding a new sidewalk and pedestrian access paths into the site from the public way. 6 | P a g e 737 Bridge Road Zoning Narrative of a specific project but shall not exceed that shown below. Past experience has been that mitigation of all traffic impacts would be higher than the maximum amount allowed and so many projects are assessed the maximum allowed by the table. The PAA may exempt residential projects whose traffic impacts are not greater than if they were developed as an as- of-right development without PAA approval. [3] Access by nonmotorized means must be accommodated with facilities such as bike racks, sidewalk connections from the building to the street, cycle tracks, and bike paths that are clearly delineated through materials and/or markings to distinguish the vehicular route from the nonvehicular route. 350-20.19 (3)(a) Park Space, Section (A): All projects shall include a park/common area fully designed and constructed to be integrated into the project, which area shall be easily accessible and available for residents of the project. At a minimum, this space shall be 300 square feet or 30 square feet per dwelling unit of buildable land area, whichever is greater. Compiles – Proposed site plan improvements maintain the front and side yards as open landscaping space for residents. Additionally programmed on the site are two courtyard areas intended for resident common/park area. 30 sq ft x 60 dwellings = 1,800 sq ft minimal open area required for this project with proposed plans exceeding that amount (each courtyard area exceeds 5,460 sq ft of common area amenity). The total open space is 60% of the lot area (equating to about 160,092 sq ft, this figure does not represent the building footprint, impervious improvements such as parking, sidewalks or accessory structures). 350-20.19 (3)(b) Park Space, Section (B): All such space shall be contiguous unless waived by the PAA upon finding that it is in the public interest and consistent with the intent and purpose of this section. Compiles - In excess of the minimum required 1,800 sq ft of park space is contiguous and consistent with the requirements of this section. The total open space of the site is 60% pf the total lot area which meets the zoning criteria. 7 | P a g e 737 Bridge Road Zoning Narrative 350-20.19 (4)(a)(b) Environment and Energy: Buildings shall meet one of the following environmental standards: (a) Home Energy Rating System (HERS) rating no greater than 47 for units of 1,200 square feet or less, and no greater than 41 for units larger than 1,200 square feet. Alternatively, for units of 1,200 square feet or less, the PAA may consider a comparable energy standard to the HERS rating of 47 after consultation with the Building Commissioner. (b) U.S. Green Building Council LEED New Construction Gold or Neighborhood Development Gold Certified. Partially Compiles – The project is a re- use of an existing building and will be evaluated for energy efficiency potential. If it is determined that a HERS rating of 47 is unachievable due to existing conditions constraints, we will coordinate a meeting with the building commissioner to review and discuss alternative compliance paths for the building. We plan for a fully fully electric building (no fossil fuel energy) and plans to have on-site solar PV production with a 250-300 kV(ac) roof top array. Anticipated improvement to the current energy efficiency of the structure include added insulation, efficient windows, highly efficient HVAC equipment. 350-20.19 (5) Equal Access: All projects shall provide equal access to all building amenities, park and civic space and public entrances to buildings to residents of both affordable and non-affordable units. Compiles – The proposed project will consist of 100% affordable housing apartments consisting of a mix of income levels. The accessible apartments and different levels of affordability and unit size will be mixed randomly throughout the building and between the two floors. Any amenity space will be available and accessible to all building residents. 350-20.19 (6) Internet Connectivity: All projects that include infrastructure making internet connectivity available shall do so without differences in quality, capacity or speed to residents of both affordable and non-affordable units. Compiles – The proposed project will provide Comcast Internet throughout all the apartment units. 350-20.19 (7) Site Massing: The site will function harmoniously in relation to other structures and open spaces to the natural landscape, existing buildings and other community assets in the area as it relates to landscaping, drainage, sight lines, building orientation, massing, egress, and setbacks. Rear and/or side wall facades within 50 feet of a completed or planned section of a Compiles – The project team has retained the services of a local landscape architecture firm to detail the landscape plans for compliance with this section. Proposed plans have been reviewed with abutting neighbors and feedback has been incorporated into the design of the site. The existing footprint has no proposed changes but there is significant site work proposed that 8 | P a g e 737 Bridge Road Zoning Narrative cycle track or bike path shall have features that invite pedestrian access from that side of the building. creates a harmoniously relationship between the existing building, entrances and abutting parcels. 350-20.19 (8) City Infrastructure: The requested use will not overload, and will mitigate adverse impacts on, the City's resources, including the effect on the City's water supply and distribution system, sanitary and storm sewage collection and treatment systems, fire protection, streets and schools. The construction materials and methods for water lines, sanitary sewers, storm sewers, fire protection, sidewalks, private roads, and other infrastructure shall be those set forth in the Northampton Subdivision Regulations unless the PAA finds that a different standard is more appropriate. Major projects that do not trigger separate stormwater permitting shall have conditions that stipulate when inspections shall be completed and submitted to the City. Annual reports, as necessary, depending on the stormwater management system, shall be submitted to the City. Compiles – The project team has retained the services of a civil engineering firm to investigate and design any changes to the infrastructure entering the site. 1. Stormwater: Existing stormwater system will be re- used with provisions for new filtration system. Proposed impervious pavement is slightly reduced from existing conditions. 2. Water: Existing water line is slated to be re-used pending further review with Fire Department and Water Department as design develops. 3. Vehicles: A traffic study was conducted and modifications are proposed to Bridge Road and Hatfield entrances into the site per request of the City. 350-20.19 (9)(a) Technical Performance Standards, Section (A) Curb cuts onto streets shall be minimized. More than one curb cut shall be permitted only when necessary to minimize traffic and safety impacts. Compiles – There is an existing two curb cuts from into the site (Bridge Road and Hatfield Street) which will be maintained and modified to minimize traffic and safety impacts. The Fire Department favors retaining the two driveways for quick Fire Truck access to both sides of this large building. 350-20.19 (9)(b) Technical Performance Standards, Section (B) Pedestrian, bicycle and vehicular traffic movement on site must be separated, to the extent possible, and sidewalks must be provided between businesses within a development and from public sidewalks, cycle tracks and bike paths. Compiles – There is proposed joint bike & vehicular traffic access into the site from Bridge Road & Hatfield Street. Sidewalk pedestrian accesses points separate and proposed from all three adjacent public ways (including new sidewalks and access points from Prospect Ave). 350-20.19 (9)(c) Technical Performance Standards, Section (C) Compiles – See following page. 9 | P a g e 737 Bridge Road Zoning Narrative Major projects over 5,000 sf, must have no increase in peak flows from the one- or two- and ten-year Soil Conservation Service design storm from predevelopment conditions (the condition at the time a site plan approval is requested). Green infrastructure and low-impact design shall be incorporated to the extent feasible to ensure runoff is handled on site. At the very minimum, the runoff from up to a one-inch rain storm (first flush) shall be detained on site for an average of six hours. These requirements shall not apply if the project will discharge into a City storm drain system that the PAA finds can accommodate the expected discharge with no adverse impacts. In addition, catch basins shall incorporate sumps of a minimum of four feet and, if they will remain privately owned, a gas trap The proposed development disturbs approximately 4.53 AC. As such, peak flow requirements are required to be met for the 1-, 2-, 10- and 100-year storms. The development proposes a reduction of impervious area of 204 SF, allowing flow rates to be reduced naturally with the increase in pervious surfaces. The below summarizes the peak flow rates for each applicable storm for existing and proposed conditions: 1-Year Pre-development: 5.25 CFS 1-Year Post-development: 5.24 CFS 2-Year Pre-development: 6.51 CFS 2-Year Post-development: 6.49 CFS 10-Year Pre-development: 11.51 CFS 10-Year Post-development: 11.49 CFS 100-Year Pre-development: 25.72 CFS 100-Year Post-development: 25.70 CFS As shown in the above summary, the peak flow rates are reduced for each storm due to the reduction of impervious area with the development. The proposed development shall reutilize all existing onsite storm drain infrastructure, which discharges into the City municipal storm drain system as it does in existing conditions. As the flow rates are reduced for all storms through the reduction of impervious area, it is not anticipated that there will be any adverse impacts to the system with this development. Additional stormwater measures onsite include two (2) water quality units which are designed to adequately treat the impervious area onsite prior to outfall into the municipal system. Discussions with Neighbors: Valley staff, and project consultant Berkshire Design Group, facilitated a variety of neighborhood events at the project site and staff has engaged in one-on-one dialogue with direct abutters. These meetings 10 | P a g e 737 Bridge Road Zoning Narrative occurred virtually on February 16th 2022, March 30th 2022 and more recently in-person on September 11th 2022. Planning changes that came out of these meetings included the following items: 1. Bridge Road vs Prospect Ave Entry Points: Concerns about removing the Bridge Road entrance into the site and connecting instead with adjacent Prospect Ave. Numerous concerns were raised by neighbors that Prospect Ave would become more of a cut through street and would funnel more traffic down what is designed to be a lightly trafficked residential street. After discussion with the fire department during the city tech review meeting, it was concluded that the Bridge Road entry point would be to remain, and be designed based on a traffic study and review from the city. 2. Sewer System Backups: Residents who were residing in the area during the operation of the nursing home remembered sewer system backups. This was confirmed with the city DPW and was noted that a pump system was installed due to frequent clogging that occurred on the sewer line exiting the site. The applicant since engaged with a civil engineering firm to investigate the existing sewer line and analyze the proposed loading with apartments and found that the existing system will be acceptable due to a change of use. The level of use for 60 apartments will be significantly less than the previous 165-bed nursing home. At request of the DPW, ww will maintain and keep provisions for the pump station to remain in place for at least 5 years until it is understood that no further issues will Occur. 3. Prospect Ave Missing Sidewalk: It was determined that the lack of a sidewalk along Prospect Ave poses a safety risk namely with school bus stops and pedestrian travel. The proposed site plans include provision for a new sidewalk to be installed along Prospect Ave to solve this issue at the cost of applicant. 4. Noise from Bridge Road: It was noted that there is increased noise from traffic at certain points of the day along Bridge Road due to regional traffic patterns and trucking routes. A detailed decibel noise study was conducted comparing the front yard of the subject property with that of nearby parks. It was determined that the noise at Bridge Road in the front yard is shows a notable increase in noise compared to other similar locations. The report is available for review. The consideration of noise level in particular in front of the building led to redesign of the site plan. Recreational areas are now located in the rear courtyards (which are relatively quiet and protected) and in the Hatfield St side yard, which experiences less traffic noise and has existing vegetation to screen the noise. Another suggestion from the landscape designers is to provide planting berms along the Bridge Road frontage to block some road noise. These berms are shown on the proposed site plan and labelled that they will be installed budget permitting. 11 | P a g e 737 Bridge Road Zoning Narrative Describe in detail how you will meet ALL SEVEN requirements: 1. Will protect adjoining premises from seriously detrimental uses. · Proposed project redevelops known distressed and vacant blighted property into 60 mixed income affordable housing apartments. · The stormwater generated from the site will be slightly reduced in the proposed re-use. In addition, two new filtration units will mean that cleaner water is entering the City’s stormwater system. Will minimize and mitigate traffic impacts. · The existing driveway connection to Hatfield Street will be relocated father from the intersection of Hatfield Street South with Bridge Road. This will reduce congestion at this busy junction and provide a longer queuing lane for cars exiting the site and heading onto Bridge Road. · The relocation of the existing driveway connection to Bridge Road is carefully designed to improve traffic safety. Included in this change is a new left-turn lane, alignment with Hatfield Street as it heads northbound allowing for efficient traffic flow without a turn signal. Proposed modifications to the exit of the site allows for only right hand turns with intentional curbing and signage to prevent left hand turns out of the site. · Traffic Study attached with this submission provides evidence for likely reduction in traffic volume from prior use and refined efficiency of vehicular access and exit from the proposed redevelopment. · The proposed site plan incorporates ample on-site parking for the proposed use, protecting surrounding streets from added on-street parking. 2. Promote a harmonious relationship of structures and open space. · Proposed site improvements include extensive open space detailing & thoughtful play areas in the courtyard areas at the rear of the building as an amenity for resident use · Project maintains all the existing open space grass areas in the front and side yards of the property for the benefit of the residents and local community. · Project retains existing parking placement on site and improves pedestrian circulation around and through the property · Project screens proposed parking from Prospect Ave and Bridge Road · Project increases the total tree count on site and exceeds Northampton Tree Ordinance minimum requirement for replacement trees. 3. Protect the general welfare. · All utilities on site will be electric. This obviates risks from oil and gas leaks and eliminates the potential use of fossil fuels. · Proposed plans include an installation of a new 300 kW(ac) solar PV array on the roof top pending utility interconnection review. The PV solar consumption allows for reduced electric consumption from the utility grid. · This project promotes general social welfare by providing affordable apartments for low- income households and prioritizing vulnerable community members. 12 | P a g e 737 Bridge Road Zoning Narrative · The building includes two existing (inoperable) elevators which is beyond what is needed per accessibility code. Valleys plans to retain two elevators for the building (budget permitting) to protect the welfare of disabilities tenants and visitors in the event that one elevator is out of service. 4. Avoid overloading and mitigate impacts on City resources · Stormwater Management: Existing stormwater system will be re-used with provisions for new filtration system. Proposed impervious pavement is slightly reduced from existing conditions. · Water: Existing water line is slated to be re-used pending further review with Fire Department and Water Department as design develops. · Water and sewer use are projected to decrease in the proposed use over the previous use. · Vehicles: A traffic study was conducted and modifications are proposed to Bridge Road and Hatfield entrances into the site at request of the City. The Traffic Study determined that the traffic generated by the proposed use will be less than the previous use. 5. Promote city planning objectives (see Sustainable Northampton, Open Space Plan, and Transportation Plan). · Proposed site improvements include provisions for a new bus station at Bridge Road, in addition to a new shared bike station (ValleyBikes) both offered on the subject property private lot as a part of the redevelopment project. · Proposed project includes expanding the city’s objectives of increasing affordable housing with the addition of 60 mixed income affordable housing units ranging from 30% to 100% AMI and provides housing for persons with disabilities. · Proposed project eliminates fossil fuel energy use from the building’s mechanical systems and provides for on-site renewable energy generation with a solar PV array. · By choosing adaptive re-use of the existing building (rather than demolition and new construction) this project is consistent with the City’s goal of sustainable development methods. There is a tremendous quantity of embodied carbon in the existing building (brick, concrete, steel, etc.) that will be preserved and re-used rather than sent to a landfill and replaced with new materials. 6. Meet all zoning requirements. Proposed project meets or partially meets all zoning requirements for URB and the overlay sustainable growth district as described in the zoning matrix included in this narrative. The compliance areas that are partially meet zoning requirements are a consequence of the existing building and existing site conditions. File #66 APPLICANT/CONTACT PERSON:PROSPECT PLACE OWNER LLC C/O VALLEY CDC 256 PLEASANT ST, SUITE A NORTHAMPTON, MA 01060(413)586-5855 PROPERTY LOCATION 737 BRIDGE RD MAP:LOT 18C-048-001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Building Permit Filled out Fee Paid $30.00 Type of Construction: CHANGE USE FROM NURSING HOME TO 60 R-2 APARTMENTS, GUT& REHAB BUILDING, ASSOCIATED SITE WORK, MINOR MODIFICATIONS TO OUTILITIES, STORMWATER, & OUTDOOR COMMON AREAS New Construction Non Structural Renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR SpecialPermit With Site Plan Major Project: X Site Plan AND/OR SpecialPermit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW WaterAvailability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay Tal Sig ature of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission,Department of public works and other applicable permit granting authorities. Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. G D File No. Ch 4 3 3 N ZONING PERMIT APPLICATION (§10.2) Please type or print all information and return this form to the Building Inspector's:Office with the $30 filing fee (check or money order)payable to the Cityof Northamptonm r 1 ', Name of Aptlic nt: Prospect Place Owner LLC C/o 256 PI asey CDC p 413-586-5855 ext 160- ddres: 256 PI asant St. Suite A, Northampton, MA 01060 Telephone: 2. Owner of Property: Prospect Place Owner LLC C/o Valley CDC Address: 256 Pleasant St. Suite A, Northampton, MA 01060 Telephone: 413-586-5855 ext 160 3. Status of Applicant: Owner Contract Purchaser Lessee Other (explain); 4. Job Location: 737 Bridge Road, Northampton, MA 01060 Parcel Id: Zoning Map# Parcel# District(s): In Elm Street District In Central Business District TO BE FILLED IN BY THE BUILDING DEPARTMENT) 5. Existing Use of Structure/Property: Existing structure was last used as a nursing home in 2011 6. Description of Proposed Use/Work/Project/Occupation: (Use additional sheets if necessary): Proposed project is the gut rehabilitation of the existing building including the change of use to R-2;apartments approx. 60 dwellings) for affordable housing (ranging from 30%to 100%AMI), including associated site work, minor modifications to utilities and stormwater systems and outdoor common areas. 7. Attached Plans: Sketch Plan Site Plan Engineered/Surveyed Plans V. 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO DONT KNOW V. YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO DONT KNOW YES IF YES: enter Book Page and/or Document# 9.Does the site contain a brook, body of water or wetlands? NO DONT KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained N/A Obtained date issued: Form Continues On Other Side) W:\Documents\FORMS\original\Building-Inspector\Zoning-Permit-Application-passive.doc 8/4/2004 10. Do any signs exist on the property? YES NO IF YES, describe size, type and location: There is an existing front ground mounted sign near the Bridge Road entrance. Are there any proposed changes to or additions of signs intended for the property? YES NO IF YES, describe size, type and location: Proposed new sign meet section 350-7.3 (D) of the zoning code 11. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan of development that will disturb over 1 acre? YES NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. 12. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION This column reserved for use by the Building Department EXISTING PROPOSED REQUIRED BY ZONING Lot Size 266,821 sq ft. 266,821 sq ft. No Changes Frontage 552.96 ft. along 552.96 ft. along Bridge Rd. Bridge Rd. Setbacks Front 107.5' No Changes Side L: varies R: 1 02.1' L: R: No Changes L: R: 1101) No Changes Refer toRear102.5' No Changes Site Plan Building Height 25.5 ft. 25.5 ft. Building Square Footage No New Square Footage 74,246 sq ft. Proposed Open Space: (lot area minus building Et paved 60% Open Space 60% Open Space parking of Parking Spaces Approx. 90 84 of Loading Docks 0 0 Fill: N/A Approx. 600 CYvolumeEtlocation) Pp 13. Certification: I hereby certify that the information contained herein is true and accurate to the best of my knowledge. Date: q Applicant's Signature M' R. NOTE: Issuance of a zoning permit does not relieve an applicant's burden to comply with all zoning requirements and obtain all required permits from the Board of Health,Conservation Commission, Historic and Architectural Boards, Department of Public Works and other applicable permit granting authorities. W:\Documents\FORMS\original\Building-Inspector\Zoning-Permit-Application-passive.doc 8/4/2004 737 Bridge Road Section 2 Civil & Landscaping Plans OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROAD2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREET MHMHMHMHMH85'12'12'24'XXX 6' 24'9'8'8'11'18'9'9'30'18' 18'101719121550' 12.5'10.0' 12.0' 5'4'10'40'10'40'9'EVEVEVEV40'40'5'5'10'10'5'5'102.1'102.0'107.5'4'13'26.7' 5' 5'14'14'4'8'8'4'35.9'5'4'5'5'5'35'R3'R 5'R 2'R30' R30'R34'R10'R5'R5'R25'R3'R15'R15'R67.2'R5' R 5'R5'R84'R50'R48'R 24'24'10'16.5'724'10'4'24'10'4'20'5'25.6'73'43'15'LIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE SIDEWALKPROPOSEDSTRIPINGPROPOSED LEFT TURNONLY STRIPINGPROPOSED TRASHENCLOSUREPROPOSED COURTYARD AREA.REFER TO LANDSCAPEARCHITECTURAL PLANS FORINTERIOR COURTYARDDETAILINGLIMIT OF PROPOSEDCONCRETE CURBPROPOSED ELECTRIC VEHICLECHARGING STATIONLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBPROPOSED ADA VANACCESSIBLE PARKING SIGNON BOLLARD (TYPICAL)PROPOSED FUTURE ELECTRICVEHICLE CHARGING STATIONPROPOSED 'STOP'SIGNEXISTING BUILDING TO BERENOVATED (REFER TOARCHITECTURAL PLANS FORDETAIL).PROPOSEDCONCRETESIDEWALKLIMIT OF PROPOSEDCONCRETE CURBPROPOSED 'STOP' SIGN &'DO NOT ENTER' SIGNPROPOSED CONNECTIONTO EXISTING CONCRETESIDEWALKEXISTING GUY WIRETO BE RELOCATEDPROPOSED BIKESHELTERLIMIT OF EXISTINGSITE EGRESS TO BEREMOVEDPROPOSED PLAZAPROPOSED AREA LIGHT(TYPICAL)LIMIT OF PROPOSEDNOISE MITIGATIONBERM (TYPICAL)PROPOSED SHEDPROPOSED PAVED MULTI-PURPOSERECREATIONAL AREA ORPAVILION FOR FUTURE USEEXISTING CONCRETE PADMOUNTED TRANSFORMER.CONTRACTOR TO COORDINATEWITH UTILITY COMPANY ONFINAL LOCATIONPROPOSED 1,230 SFPERVIOUS PAVEMENTPROPOSED 'NO LEFTTURN' SIGNPROPOSED PAVED COURTYARDFEATURE. REFER TO LANDSCAPEARCHITECTURAL PLANS FORINTERIOR COURTYARDDETAILINGPROPOSED WOODSCREENING FENCEPROPOSED MONUMENTSIGNCONTRACTOR TO COORDINATEWITH UTILITY AUTHORITY FORTERMINATION OF EXISTINGOVERHEAD LINE TO BUILDINGPROPOSED GENERATORLOCATION FOR FUTURE USE25'PROPOSED BIKESHELTER12'22'PROPOSEDBOLLARDS15'R5 'R 24'16.5'PROPOSED "SHARE THEROAD" SIGN AND STRIPINGPROPOSED "SHARE THEROAD" SIGN AND STRIPING4'4'OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHBRIDGE ROADG198.15G199.72G199.10G199.00G198.00FC198.10G198.65TCBC197.50197.00TCBC200.50200.00FC198.58FC198.35FC198.30TCBC199.25198.7585'12'12'6'50'12.5'10.0'12.0'4'13'14'14'5'4'35'R3'R5'R2'R30'R30'R48'R LIMIT OF PROPOSEDCONCRETE CURBPROPOSEDSTRIPINGPROPOSED LEFT TURNONLY STRIPINGLIMIT OF PROPOSEDCONCRETE CURBPROPOSED 'STOP' SIGN &'DO NOT ENTER' SIGNPROPOSED CONNECTIONTO EXISTING CONCRETESIDEWALKPROPOSED 'NO LEFTTURN' SIGN15'PROPOSED "SHARE THEROAD" SIGN AND STRIPINGGENERAL NOTES1. THE CONTRACTOR SHALL VERIFY AND FAMILIARIZE THEMSELVES WITH THE EXISTING SITECONDITIONS AND THE PROPOSED SCOPE OF WORK (INCLUDING DIMENSIONS, LAYOUT, ETC.) PRIORTO INITIATING THE IMPROVEMENTS IDENTIFIED WITHIN THESE DOCUMENTS. SHOULD ANYDISCREPANCY BE FOUND BETWEEN THE EXISTING SITE CONDITIONS AND THE PROPOSED WORK THECONTRACTOR SHALL NOTIFY STONEFIELD ENGINEERING & DESIGN, LLC. PRIOR TO THE START OFCONSTRUCTION.2. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND ENSURE THAT ALL REQUIREDAPPROVALS HAVE BEEN OBTAINED PRIOR TO THE START OF CONSTRUCTION. COPIES OF ALLREQUIRED PERMITS AND APPROVALS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION.3. ALL CONTRACTORS WILL, TO THE FULLEST EXTENT PERMITTED BY LAW, INDEMNIFY AND HOLDHARMLESS STONEFIELD ENGINEERING & DESIGN, LLC. AND IT'S SUB-CONSULTANTS FROM ANDAGAINST ANY DAMAGES AND LIABILITIES INCLUDING ATTORNEY'S FEES ARISING OUT OF CLAIMS BYEMPLOYEES OF THE CONTRACTOR IN ADDITION TO CLAIMS CONNECTED TO THE PROJECT AS ARESULT OF NOT CARRYING THE PROPER INSURANCE FOR WORKERS COMPENSATION, LIABILITYINSURANCE, AND LIMITS OF COMMERCIAL GENERAL LIABILITY INSURANCE.4. THE CONTRACTOR SHALL NOT DEVIATE FROM THE PROPOSED IMPROVEMENTS IDENTIFIED WITHINTHIS PLAN SET UNLESS APPROVAL IS PROVIDED IN WRITING BY STONEFIELD ENGINEERING & DESIGN,LLC.5. THE CONTRACTOR IS RESPONSIBLE TO DETERMINE THE MEANS AND METHODS OF CONSTRUCTION.6. THE CONTRACTOR SHALL NOT PERFORM ANY WORK OR CAUSE DISTURBANCE ON A PRIVATEPROPERTY NOT CONTROLLED BY THE PERSON OR ENTITY WHO HAS AUTHORIZED THE WORKWITHOUT PRIOR WRITTEN CONSENT FROM THE OWNER OF THE PRIVATE PROPERTY.7. THE CONTRACTOR IS RESPONSIBLE TO RESTORE ANY DAMAGED OR UNDERMINED STRUCTURE ORSITE FEATURE THAT IS IDENTIFIED TO REMAIN ON THE PLAN SET. ALL REPAIRS SHALL USE NEWMATERIALS TO RESTORE THE FEATURE TO ITS EXISTING CONDITION AT THE CONTRACTORSEXPENSE.8. CONTRACTOR IS RESPONSIBLE TO PROVIDE THE APPROPRIATE SHOP DRAWINGS, PRODUCT DATA,AND OTHER REQUIRED SUBMITTALS FOR REVIEW. STONEFIELD ENGINEERING & DESIGN, LLC. WILLREVIEW THE SUBMITTALS IN ACCORDANCE WITH THE DESIGN INTENT AS REFLECTED WITHIN THEPLAN SET.9. THE CONTRACTOR IS RESPONSIBLE FOR TRAFFIC CONTROL IN ACCORDANCE WITH MANUAL ONUNIFORM TRAFFIC CONTROL DEVICES, LATEST EDITION.10. THE CONTRACTOR IS REQUIRED TO PERFORM ALL WORK IN THE PUBLIC RIGHT-OF-WAY INACCORDANCE WITH THE APPROPRIATE GOVERNING AUTHORITY AND SHALL BE RESPONSIBLE FORTHE PROCUREMENT OF STREET OPENING PERMITS.11. THE CONTRACTOR IS REQUIRED TO RETAIN AN OSHA CERTIFIED SAFETY INSPECTOR TO BE PRESENTON SITE AT ALL TIMES DURING CONSTRUCTION & DEMOLITION ACTIVITIES.12. SHOULD AN EMPLOYEE OF STONEFIELD ENGINEERING & DESIGN, LLC. BE PRESENT ON SITE AT ANYTIME DURING CONSTRUCTION, IT DOES NOT RELIEVE THE CONTRACTOR OF ANY OF THERESPONSIBILITIES AND REQUIREMENTS LISTED IN THE NOTES WITHIN THIS PLAN SET.Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-03-SITE.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSGRAPHIC SCALE IN FEET0'80'40'40'1" = 40'SITE PLANC-31" = 40'OFF-STREET PARKING REQUIREMENTSCODE SECTIONREQUIREDEXISTING PROPOSED§ 350-8.1.C350 ATTACHMENT 7REQUIRED PARKING:1 SPACE PER 1,000 SF GROSS LIVING AREA; NO MORE THAN2 PER UNIT REQUIRED92 SPACES 80 SPACESSYMBOLDESCRIPTIONSAWCUT LINEPROPOSED CURBPROPOSED CONCRETESETBACK LINEPROPOSED BUILDING DOORSPROPOSED SIGNS / BOLLARDSPROPERTY LINEROADWAY STRIPING INSETSCALE: 1" = 20'IMPERVIOUS COVERAGE CHARTDEVELOPMENTCONDITIONIMPERVIOUS AREAEXISTING108,777 SF OR 2.50 AC*PROPOSED108,573 SF OR 2.50 AC*NET204 SF OR 0.005 AC REDUCEDIMPERVIOUS AREA* INCLUDES 2,457 SF OF PROPOSED OFFSITE SIDEWALKALONG PROSPECT AVENUEPROPOSED AREA LIGHTOPEN SPACE TABLEBUILDINGCOVERAGE13.8% (36,782 SF / 0.84 AC)PAVEMENT AREA 26.0% (69,334 SF / 1.59 AC)OPEN SPACE60.2% (160,705 SF / 3.70 AC)TOTAL100% (266,821 SF / 6.13 AC)PROPOSED PERVIOUS PAVEMENTPROPOSED PAVED COURTYARDFEATURE (REFER TO LANDSCAPE PLANS)BULK TABLELOT SIZE266,821 SF / 6.13 ACLOT FRONTAGE603.5 FTFRONT YARD SETBACK 107.5 FTSIDE YARD SETBACK 102.1 FTREAR YARD SETBACK 102.0 FTBUILDING HEIGHT23' - 1"BUILDING SQUAREFOOTAGE36,784 SF% OPEN SPACE60.2% (160,569 SF)PARKING SPACES80 SPACESLOADING SPACES0 SPACESFILLAPPROX. 600 CY BERM FILLUNIT TYPEQUANTITYSQUAREFEETSPACES REQ.A-01530 1 SPACEB-06510 6 SPACESC-02545 2 SPACESD-01550 1 SPACEA-14800 4 SPACESB-12560 2 SPACESC-18675 8 SPACESD-126352 SPACESE-12560 2 SPACESF-111075 2 SPACESA-216785 16 SPACESB-28860 8 SPACESC-221125 4 SPACESD-21990 1 SPACESA-321085 4 SPACESB-311305 2 SPACESC-311565 2 SPACESTOTAL SPACES REQUIRED:67 SPACES E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROADGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREETWWW XXX E EEEEEE E E E E E E E E E E E E E E E SANSAN206206207208204202 201MHMHMH206205204203207207208209 207208206205204203202201209NO.CB-3TC:199.81GRATE:199.31EXISTING CATCH BASINLID TO BE RESETNO.CB-12GRATE:200.30EXISTING CATCH BASINLID TO BE RESETNO.DMH-4RIM:199.50EXISTING MANHOLE LIDTO BE RESETNO.CB-4GRATE:198.30EXISTING CATCH BASINLID TO BE RESETNO.CB-1GRATE:201.40EXISTING CATCH BASINLID TO BE RESETNO.D-101GRATE:198.50PROPOSED YARD DRAING199.72FF202.18FF202.18G202.18G198.15G201.90G201.90G198.50FC199.15G199.45G199.55G201.00G200.36FC196.14FC196.87G199.36G202.00G202.00G202.00G202.00TCBC200.15199.65G199.35FC199.20G199.60FC199.60G199.90G199.50G198.95TCBC198.00197.50TCBC199.50199.00G200.10G199.10G199.00G199.65G198.00FC198.10G198.65TCBC206.50206.00TCBC208.50208.00TCBC208.35207.85TCBC207.50207.00TCBC206.50206.00TCBC207.50207.00TCBCMATCHMATCHTCBC205.50205.00TCBCMATCHMATCHTCBCMATCHMATCHTCBC204.50204.00TCBC203.50203.00TCBCMATCHMATCHTCBC201.00200.50TCBC201.40200.90FC200.78G200.85FC201.50G202.20G202.20TCBC201.75201.25FF202.18FC201.15TCBC201.50201.00G202.18TCBC200.58200.08FC199.00FC199.90G200.30TCBC201.10200.60TCBC200.55200.05G200.25G201.05G201.10G200.80G200.95TCBCMATCHMATCHG200.83G200.62TCBC200.55200.05G200.73TCBC201.68201.18G201.45G201.60G200.91TCBC200.80200.30197198199TCBC197.50197.00TCBC200.50200.00G206.80202G201.65G201.85G202.18G202.18NO.D-201GRATE:201.65PROPOSED YARD DRAING202.05G202.10G202.05G202.18G202.18G201.65FC198.58FC198.35FC198.30MHMHTCBC199.25198.75G204.10G204.85G204.35G204.65NO.D-301GRATE:201.35PROPOSED YARD DRAINTCBC201.30200.80TCBC200.32199.82TCBC199.33198.83TCBC198.69198.19TCBC197.88197.38TCBC197.23196.73TCBC196.61196.11TCBC196.12195.62TCBC196.35195.85TCBC196.65196.15TCBC196.05195.55TCBC196.60196.10G202.30G202.18G202.15NO.D-202GRATE:201.75PROPOSED YARD DRAIN203G202.00G202.08G202.08201NO.D-302GRATE:201.55PROPOSED YARD DRAING201.26G201.65203G202.05G201.90G201.75G201.50G201.80G203.20G202.15G202.18G202.10G202.05G202.30G198.20G198.20G198.20G198.20NO.D-102GRATE:199.50PROPOSED YARD DRAING202.18G201.90GRADING NOTES1. ALL SOIL AND MATERIAL REMOVED FROM THE SITE SHALL BEDISPOSED OF IN ACCORDANCE WITH LOCAL, STATE, AND FEDERALREQUIREMENTS. ANY GROUNDWATER DE-WATERING PRACTICESSHALL BE PERFORMED UNDER THE SUPERVISION OF A QUALIFIEDPROFESSIONAL. THE CONTRACTOR IS REQUIRED TO OBTAIN ALLNECESSARY PERMITS FOR THE DISCHARGE OF DE-WATEREDGROUNDWATER. ALL SOIL IMPORTED TO THE SITE SHALL BECERTIFIED CLEAN FILL. CONTRACTOR SHALL MAINTAIN RECORDS OFALL FILL MATERIALS BROUGHT TO THE SITE.2. THE CONTRACTOR IS REQUIRED TO PROVIDE TEMPORARY AND/ORPERMANENT SHORING WHERE REQUIRED DURING EXCAVATIONACTIVITIES, INCLUDING BUT NOT LIMITED TO UTILITY TRENCHES, TOENSURE THE STRUCTURAL INTEGRITY OF NEARBY STRUCTURES ANDSTABILITY OF THE SURROUNDING SOILS.3. PROPOSED TOP OF CURB ELEVATIONS ARE GENERALLY 4 INCHES TO 7INCHES ABOVE EXISTING GRADES UNLESS OTHERWISE NOTED. THECONTRACTOR WILL SUPPLY ALL STAKEOUT CURB GRADE SHEETS TOSTONEFIELD ENGINEERING & DESIGN, LLC. FOR REVIEW ANDAPPROVAL PRIOR TO POURING CURBS.4. THE CONTRACTOR IS RESPONSIBLE TO SET ALL PROPOSED UTILITYCOVERS AND RESET ALL EXISTING UTILITY COVERS WITHIN THEPROJECT LIMITS TO PROPOSED GRADE IN ACCORDANCE WITH ANYAPPLICABLE MUNICIPAL, COUNTY, STATE AND/OR UTILITYAUTHORITY REGULATIONS.5. MINIMUM SLOPE REQUIREMENTS TO PREVENT PONDING SHALL BE ASFOLLOWS:·CURB GUTTER:0.50%·CONCRETE SURFACES: 1.00%·ASPHALT SURFACES: 1.00%5. A MINIMUM SLOPE OF 1.00% SHALL BE PROVIDED AWAY FROM ALLBUILDINGS. THE CONTRACTOR SHALL ENSURE POSITIVE DRAINAGEFROM THE BUILDING IS ACHIEVED AND SHALL NOTIFY STONEFIELDENGINEERING & DESIGN, LLC. IF THIS CONDITION CANNOT BE MET.6. FOR PROJECTS WHERE BASEMENTS ARE PROPOSED, THE DEVELOPER ISRESPONSIBLE TO DETERMINE THE DEPTH TO GROUNDWATER AT THELOCATION OF THE PROPOSED STRUCTURE. IF GROUNDWATER ISENCOUNTERED WITHIN THE BASEMENT AREA, SPECIALCONSTRUCTION METHODS SHALL BE UTILIZED ANDREVIEWED/APPROVED BY THE CONSTRUCTION CODE OFFICIAL. IFSUMP PUMPS ARE UTILIZED, ALL DISCHARGES SHALL BE CONNECTEDDIRECTLY TO THE PUBLIC STORM SEWER SYSTEM WITH APPROVALFROM THE GOVERNING STORM SEWER SYSTEM AUTHORITY.ADA NOTES1. THE CONTRACTOR SHALL MAINTAIN A MAXIMUM 2.00% SLOPE INANY DIRECTION WITHIN THE ADA PARKING SPACES AND ACCESSAISLES.2. THE CONTRACTOR SHALL PROVIDE COMPLIANT SIGNAGE AT ALLADA PARKING AREAS IN ACCORDANCE WITH STATE GUIDELINES.3. THE CONTRACTOR SHALL MAINTAIN A MAXIMUM 5.00% RUNNINGSLOPE AND A MAXIMUM OF 2.00% CROSS SLOPE ALONG WALKWAYSWITHIN THE ACCESSIBLE PATH OF TRAVEL (SEE THE SITE PLAN FORTHE LOCATION OF THE ACCESSIBLE PATH). THE CONTRACTOR ISRESPONSIBLE TO ENSURE THE ACCESSIBLE PATH OF TRAVEL IS 36INCHES WIDE OR GREATER UNLESS INDICATED OTHERWISE WITHINTHE PLAN SET.4. THE CONTRACTOR SHALL MAINTAIN A MAXIMUM 2.00% SLOPE INANY DIRECTION AT ALL LANDINGS. LANDINGS INCLUDE, BUT ARENOT LIMITED TO, THE TOP AND BOTTOM OF AN ACCESSIBLE RAMP,AT ACCESSIBLE BUILDING ENTRANCES, AT AN AREA IN FRONT OF AWALK-UP ATM, AND AT TURNING SPACES ALONG THE ACCESSIBLEPATH OF TRAVEL. THE LANDING AREA SHALL HAVE A MINIMUMCLEAR AREA OF 60 INCHES BY 60 INCHES UNLESS INDICATEDOTHERWISE WITHIN THE PLAN SET.5. THE CONTRACTOR SHALL MAINTAIN A MAXIMUM 8.33% RUNNINGSLOPE AND A MAXIMUM 2.00% CROSS SLOPE ON ANY CURB RAMPSALONG THE ACCESSIBLE PATH OF TRAVEL. WHERE PROVIDED, CURBRAMP FLARES SHALL NOT HAVE A SLOPE GREATER THAN 10.00% IF ALANDING AREA IS PROVIDED AT THE TOP OF THE RAMP. FORALTERATIONS, A CURB RAMP FLARES SHALL NOT HAVE A SLOPEGREATER THAN 8.33% IF A LANDING AREA IS NOT PROVIDED AT THETOP OF THE RAMP. CURBS RAMPS SHALL NOT RISE MORE THAN 6INCHES IN ELEVATION WITHOUT A HANDRAIL. THE CLEAR WIDTHOF A CURB RAMP SHALL BE NO LESS THAN 36 INCHES WIDE.6. ACCESSIBLE RAMPS WITH A RISE GREATER THAN 6 INCHES SHALLCONTAIN COMPLIANT HANDRAILS ON BOTH SIDES OF THE RAMPAND SHALL NOT RISE MORE THAN 30” IN ELEVATION WITHOUT ALANDING AREA IN BETWEEN RAMP RUNS. LANDING AREAS SHALLALSO BE PROVIDED AT THE TOP AND BOTTOM OF THE RAMP.7. A SLIP RESISTANT SURFACE SHALL BE CONSTRUCTED ALONG THEACCESSIBLE PATH AND WITHIN ADA PARKING AREAS.8. THE CONTRACTOR SHALL ENSURE A MAXIMUM OF ¼ INCHESVERTICAL CHANGE IN LEVEL ALONG THE ACCESSIBLE PATH. WHEREA CHANGE IN LEVEL BETWEEN ¼ INCHES AND ½ INCHES EXISTS,CONTRACTOR SHALL ENSURE THAT THE TOP ¼ INCH CHANGE INLEVEL IS BEVELED WITH A SLOPE NOT STEEPER THAN 1 UNITVERTICAL AND 2 UNITS HORIZONTAL (2:1 SLOPE).9. THE CONTRACTOR SHALL ENSURE THAT ANY OPENINGS (GAPS ORHORIZONTAL SEPARATION) ALONG THE ACCESSIBLE PATH SHALLNOT ALLOW PASSAGE OF A SPHERE GREATER THAN ½ INCH.Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-04-GRAD.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSGRADING PLANC-4RIDGELINEPROPERTY LINESYMBOLDESCRIPTIONPROPOSED GRADING CONTOURPROPOSED GRADING RIDGELINEPROPOSED DIRECTION OF DRAINAGE FLOWPROPOSED GRADE SPOT SHOTPROPOSED TOP OF CURB /BOTTOM OF CURB SPOT SHOTPROPOSED FLUSH CURB SPOT SHOTTC 100.50BC 100.00G 100.00FC 100.00PROPOSED DEPRESSED CURB /BOTTOM OF CURB SPOT SHOTDC 100.12BC 100.00PROPOSED TOP OF WALL /BOTTOM OF WALL SPOT SHOTTW 102.00BW 100.00100GRAPHIC SCALE IN FEET0'80'40'40'1" = 40'1" = 40'IMPERVIOUS COVERAGE CHARTDEVELOPMENTCONDITIONIMPERVIOUS AREAEXISTING108,777 SF OR 2.50 AC*PROPOSED108,573 SF OR 2.50 AC*NET204 SF OR 0.005 AC REDUCEDIMPERVIOUS AREA* INCLUDES 2,457 SF OF PROPOSED OFFSITE SIDEWALKALONG PROSPECT AVENUE XXX E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROADGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREETWWWE EEEEEE E E E E E E E E E E E E E E E SANSANPROPOSED SANITARYCONNECTION TO EXISTINGMANHOLEINVERT: 193.59PROPOSED 100 LF 8" PVCSANITARY SERVICE AT1.23% SLOPEPROPOSED UNDERGROUNDELECTRIC SERVICEPROPOSED CONNECTION TOGENERATOR. CONTRACTOR TOCONFIRM FEASIBILITY WITH LOCALUTILITY AUTHORITY PRIOR TOSTART OF CONSTRUCTIONAPPROXIMATE LOCATION OFEXISTING WATER LINE.CONTRACTOR TO CONFIRMFEASIBILITY OF REUSEPROPOSED UNDERGROUNDELECTRIC SERVICEPROPOSED UNDERGROUNDELECTRIC SERVICEPROPOSED CONNECTION TO EVPARKING STATION WITH FUTURECONNECTION READYPROPOSED RELOCATEDUTILITY POLEEXISTING SANITARYLINE TO BE REUSEDAND LINED WITH RESINEXISTING CONCRETE PADMOUNTED TRANSFORMER.CONTRACTOR TO COORDINATEWITH UTILITY COMPANY ONFINAL LOCATIONCONTRACTOR TO COORDINATEWITH UTILITY AUTHORITY FORTERMINATION OF EXISTINGOVERHEAD LINE TO BUILDINGEXISTING GRINDER PUMP TO BEDISCONNECTED FROM SANITARY LINEAND LEFT IN PLACE. DPW TO REVIEWNEED FOR GRINDER PUMP AFTER 2YEARS OF OPERATIONSMHMHMHPROPOSED 2 AQUA-SWIRLXC-5 WATER QUALITY UNITSNO.CB-3TC:199.81GRATE:199.3112" INVERT (OUT):193.61 (EX)EXISTING CATCH BASINLID TO BE RESETNO.CB-12GRATE:200.306" INVERT (IN):198.40 (EX)8" INVERT (IN):197.408" INVERT (IN):197.40 (EX)8" INVERT (OUT):197.01 (EX)EXISTING CATCH BASINLID TO BE RESETEXISTING MANHOLES TO BERECONSTRUCTED WITHCONCRETE STRUCTURES. EXISTINGRIM ELEVATIONS TO REMAINDMH-1: 201.42DMH-2: 197.78EXISTING CATCH BASINS TO BERECONSTRUCTED WITH CONCRETESTRUCTURES. EXISTING GRATEELEVATIONS TO REMAINCB-8: 197.92CB-9: 197.65EXISTING MANHOLES TO BERECONSTRUCTED WITH CONCRETESTRUCTURES. EXISTING RIMELEVATION TO REMAINDMH-7: 199.42EXISTING CATCH BASINS TO BERECONSTRUCTED WITHCONCRETE STRUCTURES. EXISTINGGRATE ELEVATIONS TO REMAINCB-10: 199.64CB-11: 200.30EXISTING CATCH BASINS TO BERECONSTRUCTED WITH CONCRETESTRUCTURES. EXISTING GRATEELEVATIONS TO REMAINCB-13: 201.59CB-14: 201.57NO.DMH-4RIM:199.5012" INVERT (IN):192.75 (EX)12" INVERT (IN):192.15 (EX)12" INVERT (OUT):192.80 (EX)EXISTING MANHOLE LIDTO BE RESETNO.CB-4GRATE:198.3012: INVERT (IN):192.22 (EX)12" INVERT (IN):191.65 (EX)15" INVERT (IN):190.53 (EX)18" INVERT (OUT):190.42 (EX)EXISTING CATCH BASINLID TO BE RESETNO.CB-1GRATE:201.408" INVERT (OUT):196.08 (EX)EXISTING CATCH BASINLID TO BE RESETPROPOSED CONNECTIONTO EXISTING CB-2INVERT IN: 195.00INVERT OUT (EX): 193.56NO.D-101GRATE:198.5012" INVERT (OUT)"195.95PROPOSED YARD DRAINNO.D-201GRATE:201.658" INVERT (OUT)"198.53PROPOSED YARD DRAINPROPOSED 41 LF 8"HDPE @ 1.00% SLOPEMHMHNO.D-301GRATE:201.358" INVERT (OUT)"198.23PROPOSED YARD DRAINPROPOSED 43 LF 8"HDPE @ 1.00% SLOPENO.D-202GRATE:201.758" INVERT (OUT)" 198.10PROPOSED YARD DRAINPROPOSED 49 LF 8"HDPE @ 1.00% SLOPEPROPOSED 78 LF 8"HDPE @ 1.00% SLOPENO.D-302GRATE:201.558" INVERT (OUT)"197.80PROPOSED YARD DRAINPROPOSED 41 LF 12"HDPE @ 1.00% SLOPENO.D-102GRATE:199.5012" INVERT (OUT)"195.54PROPOSED YARD DRAINPROPOSED 54 LF 12"HDPE @ 1.00% SLOPEDRAINAGE AND UTILITY NOTES1. THE CONTRACTOR IS REQUIRED TO CALL THE APPROPRIATEAUTHORITY FOR NOTICE OF CONSTRUCTION/EXCAVATION ANDUTILITY MARK OUT PRIOR TO THE START OF CONSTRUCTION INACCORDANCE WITH STATE LAW. CONTRACTOR IS REQUIRED TOCONFIRM THE HORIZONTAL AND VERTICAL LOCATION OF UTILITIESIN THE FIELD. SHOULD A DISCREPANCY EXIST BETWEEN THE FIELDLOCATION OF A UTILITY AND THE LOCATION SHOWN ON THE PLANSET OR SURVEY, THE CONTRACTOR SHALL NOTIFY STONEFIELDENGINEERING & DESIGN, LLC. IMMEDIATELY IN WRITING.2. THE CONTRACTOR IS RESPONSIBLE TO PROTECT AND MAINTAIN INOPERATION ALL UTILITIES NOT DESIGNATED TO BE REMOVED.3. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE TOANY EXISTING UTILITY IDENTIFIED TO REMAIN WITHIN THE LIMITS OFTHE PROPOSED WORK DURING CONSTRUCTION.4. A MINIMUM HORIZONTAL SEPARATION OF 10 FEET IS REQUIREDBETWEEN ANY SANITARY SEWER SERVICE AND ANY WATER LINES. IFTHIS SEPARATION CANNOT BE PROVIDED, A CONCRETEENCASEMENT SHALL BE UTILIZED FOR THE SANITARY SEWER SERVICEAS APPROVED BY STONEFIELD ENGINEERING & DESIGN, LLC.5. ALL WATER LINES SHALL BE VERTICALLY SEPARATED ABOVE SANITARYSEWER LINES BY A MINIMUM DISTANCE OF 18 INCHES. IF THISSEPARATION CANNOT BE PROVIDED, A CONCRETE ENCASEMENTSHALL BE UTILIZED FOR THE SANITARY SEWER SERVICE AS APPROVEDBY STONEFIELD ENGINEERING & DESIGN, LLC.6. THE CONTRACTOR TO PERFORM A TEST PIT PRIOR TOCONSTRUCTION (RECOMMEND 30 DAYS PRIOR) AT LOCATIONS OFEXISTING UTILITY CROSSINGS FOR WATER AND SANITARY SEWERCONNECTION IMPROVEMENTS. SHOULD A CONFLICT EXIST, THECONTRACTOR SHALL IMMEDIATELY NOTIFY STONEFIELDENGINEERING & DESIGN, LLC. IN WRITING.7. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING GAS,ELECTRIC AND TELECOMMUNICATION CONNECTIONS WITH THEAPPROPRIATE GOVERNING AUTHORITY.8. CONTRACTOR SHALL START CONSTRUCTION OF ANY GRAVITYSEWER AT THE LOWEST INVERT AND WORK UP-GRADIENT.9. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN A RECORD SET OFPLANS REFLECTING THE LOCATION OF EXISTING UTILITIES THATHAVE BEEN CAPPED, ABANDONED, OR RELOCATED BASED ON THEDEMOLITION/REMOVAL ACTIVITIES REQUIRED IN THIS PLAN SET. THISDOCUMENT SHALL BE PROVIDED TO THE OWNER FOLLOWINGCOMPLETION OF WORK.10. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN A RECORD OF THEAS-BUILT LOCATIONS OF ALL PROPOSED UNDERGROUNDINFRASTRUCTURE. THE CONTRACTOR SHALL NOTE ANYDISCREPANCIES BETWEEN THE AS-BUILT LOCATIONS AND THELOCATIONS DEPICTED WITHIN THE PLAN SET. THIS RECORD SHALL BEPROVIDED TO THE OWNER FOLLOWING COMPLETION OF WORK.Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-05-UTIL.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSGRAPHIC SCALE IN FEET0'80'40'40'1" = 40'STORMWATER &UTILITY PLANC-51" =40'SYMBOLDESCRIPTIONSANWEPROPOSED SANITARY LATERALPROPERTY LINEPROPOSED DOMESTIC WATER SERVICEPROPOSED ELECTRIC CONDUITSPROPOSED UTILITY POLEDRAINAGE AND UTILITY NOTES1. THE CONTRACTOR TO PERFORM A TEST PIT PRIOR TOCONSTRUCTION (RECOMMEND 30 DAYS PRIOR) AT LOCATIONS OFEXISTING UTILITY CROSSINGS FOR STORMWATER IMPROVEMENTS.SHOULD A CONFLICT EXIST, THE CONTRACTOR SHALL IMMEDIATELYNOTIFY STONEFIELD ENGINEERING & DESIGN, LLC. IN WRITING.2. CONTRACTOR SHALL START CONSTRUCTION OF STORM LINES ATTHE LOWEST INVERT AND WORK UP-GRADIENT.3. THE CONTRACTOR IS REQUIRED TO CALL THE APPROPRIATEAUTHORITY FOR NOTICE OF CONSTRUCTION/EXCAVATION ANDUTILITY MARK OUT PRIOR TO THE START OF CONSTRUCTION INACCORDANCE WITH STATE LAW. CONTRACTOR IS REQUIRED TOCONFIRM THE HORIZONTAL AND VERTICAL LOCATION OF UTILITIESIN THE FIELD. SHOULD A DISCREPANCY EXIST BETWEEN THE FIELDLOCATION OF A UTILITY AND THE LOCATION SHOWN ON THE PLANSET OR SURVEY, THE CONTRACTOR SHALL NOTIFY STONEFIELDENGINEERING & DESIGN, LLC. IMMEDIATELY IN WRITING.4. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN A RECORD OF THEAS-BUILT LOCATIONS OF ALL PROPOSED UNDERGROUNDINFRASTRUCTURE. THE CONTRACTOR SHALL NOTE ANYDISCREPANCIES BETWEEN THE AS-BUILT LOCATIONS AND THELOCATIONS DEPICTED WITHIN THE PLAN SET. THIS RECORD SHALL BEPROVIDED TO THE OWNER FOLLOWING COMPLETION OF WORK.EXCAVATION, SOIL PREPARATION, AND DEWATERING NOTES1. THE CONTRACTOR IS REQUIRED TO REVIEW THE REFERENCEDGEOTECHNICAL DOCUMENTS PRIOR TO CONSTRUCTION, THESEDOCUMENTS SHALL BE CONSIDERED A PART OF THE PLAN SET.2. THE CONTRACTOR IS REQUIRED TO PREPARE SUBGRADE SOILSBENEATH ALL PROPOSED IMPROVEMENTS AND BACKFILL ALLEXCAVATIONS IN ACCORDANCE WITH RECOMMENDATIONS BY THEGEOTECHNICAL ENGINEER OF RECORD.3. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SHORING FORALL EXCAVATIONS AS REQUIRED. CONTRACTOR SHALL HAVE THESHORING DESIGN PREPARED BY A QUALIFIED PROFESSIONAL.SHORING DESIGNS SHALL BE SUBMITTED TO STONEFIELDENGINEERING & DESIGN, LLC. AND THE OWNER PRIOR TO THE STARTOF CONSTRUCTION.4. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL OPENEXCAVATIONS ARE PERFORMED AND PROTECTED IN ACCORDANCEWITH THE LATEST OSHA REGULATIONS.5. THE CONTRACTOR IS RESPONSIBLE FOR ANY DEWATERING DESIGNAND OPERATIONS, AS REQUIRED, TO CONSTRUCT THE PROPOSEDIMPROVEMENTS. THE CONTRACTOR SHALL OBTAIN ANY REQUIREDPERMITS FOR DEWATERING OPERATIONS AND GROUNDWATERDISPOSAL.STORMWATER UNDERGROUND BMP CONSTRUCTION NOTES1. THE CONTRACTOR SHALL INSTALL AND BACKFILL THEUNDERGROUND BMP IN ACCORDANCE WITH THE MANUFACTURER'SSPECIFICATIONS.2. UNDERGROUND BASINS SHALL UTILIZE A STONE BACKFILL WITH AMINIMUM VOID RATIO OF 40%.3. NO CONSTRUCTION LOADING OVER UNDERGROUND BASINS ISPERMITTED UNTIL BACKFILL IS COMPLETE PER THE MANUFACTURER'SSPECIFICATIONS. NO VEHICLES SHALL BE STAGED OR OPERATE FROMA FIXED POSITION OVER THE BASIN.RIDGELINEPROPERTY LINEPROPOSED GRADING CONTOURPROPOSED GRADING RIDGELINE100PROPOSED STORMWATER STRUCTURESPROPOSED STORMWATER PIPINGMHMHGENERAL UTILITY NOTES1. THE CONTRACTOR SHALL REUTILIZE UTILITIES TO THE MAXIMUMEXTENT PRACTICABLE. CONTRACTOR SHALL COORDINATE WITHALL APPLICABLE UTILITY AUTHORITIES PRIOR TO THE START OFCONSTRUCTION TO CONFIRM FEASIBILITY OF REUSE. AS REQUIRED,SYSTEMS SHALL BE TELEVISED AND FLUSHED. SHOULD REUSE ASDIRECTED BY THE APPROVED PLANS BE FOUND TO BE INFEASIBLE,CONTRACTOR SHALL INFORM STONEFIELD ENGINEERING & DESIGNIN WRITING AS SOON AS POSSIBLE. E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROADGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREETWWW XXX 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.20.20.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.32.21.91.20.50.10.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.10.82.12.62.22.01.00.40.40.40.60.40.20.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.30.30.51.01.61.91.50.60.41.32.22.01.30.80.20.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.32.42.01.20.60.30.40.30.20.30.71.62.22.52.61.00.20.30.60.20.00.00.00.00.00.00.00.00.00.00.00.00.00.10.82.02.52.22.00.90.30.10.10.10.10.30.91.71.90.30.10.00.10.41.11.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.41.01.61.81.40.50.10.00.00.10.20.50.60.90.50.20.00.00.10.10.21.72.30.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.20.40.30.20.10.00.00.00.10.51.72.42.01.30.80.10.10.10.30.30.31.62.31.70.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.00.00.00.00.10.10.20.71.92.42.82.40.50.20.20.60.60.70.90.51.02.32.60.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.00.00.00.00.10.20.10.30.92.41.60.20.10.00.01.62.21.40.61.51.50.41.41.50.40.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.60.50.20.00.00.00.00.10.81.11.71.70.10.00.00.02.42.31.20.50.90.60.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.61.41.41.00.10.10.10.10.00.10.92.01.80.30.00.00.00.72.52.00.40.30.20.00.00.00.00.00.00.00.00.00.00.00.00.00.10.72.32.32.10.20.00.40.50.10.00.10.42.10.70.30.10.00.12.52.10.50.10.10.00.00.00.00.00.00.00.00.00.00.00.00.10.51.82.42.41.80.30.10.00.20.80.10.10.00.00.00.91.81.00.10.00.00.00.00.00.00.00.00.00.00.00.00.00.10.30.91.41.40.10.02.00.70.10.10.10.10.00.21.91.70.30.00.00.00.00.00.00.00.00.00.00.00.00.00.10.40.70.50.00.00.01.30.70.20.10.20.40.70.00.01.62.11.30.10.00.00.00.00.00.00.00.00.00.00.00.00.00.20.70.50.00.00.00.40.40.40.92.21.91.00.00.00.22.72.40.50.00.00.00.00.00.00.00.00.00.00.00.10.91.30.70.00.00.00.50.61.30.00.12.62.20.70.10.00.00.00.00.00.00.00.00.00.00.72.22.10.10.00.00.00.01.61.41.71.70.00.00.41.51.00.20.00.00.00.00.00.00.00.00.00.00.11.72.22.10.00.00.00.00.02.21.02.10.00.00.01.00.70.40.20.00.00.00.00.00.00.00.00.00.00.00.32.02.70.20.00.00.00.00.00.00.00.10.50.90.60.10.00.00.00.00.00.00.00.00.00.00.00.00.00.10.71.71.50.10.00.00.00.00.00.00.00.00.00.00.00.21.51.50.30.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.21.22.00.90.10.00.00.00.00.00.00.00.00.00.00.00.00.00.01.82.21.40.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.21.32.31.90.30.00.00.00.00.00.00.00.00.00.00.00.00.00.22.72.30.40.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.21.02.42.70.70.00.00.00.00.00.00.00.00.00.00.00.00.00.00.01.20.30.10.12.62.00.60.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.40.92.02.31.30.00.00.00.00.00.00.00.00.00.00.00.00.00.00.30.10.00.00.02.31.10.30.10.00.41.40.90.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.51.42.01.91.91.10.00.00.00.00.00.00.00.10.10.00.00.00.00.00.10.91.71.62.31.91.90.90.20.10.00.00.40.30.10.10.10.10.10.90.70.20.00.00.00.00.00.00.00.00.00.00.00.00.10.52.12.22.71.20.50.00.00.00.00.10.20.20.40.30.10.00.00.00.00.00.00.21.92.11.41.21.72.22.32.41.70.90.20.10.10.10.20.61.01.11.00.60.20.00.00.00.00.00.00.00.00.00.00.10.51.42.02.60.20.10.00.00.00.00.21.01.91.91.30.80.20.00.00.00.00.00.42.41.60.30.20.41.11.71.61.30.70.40.20.40.61.32.42.31.81.40.40.10.00.00.00.00.00.00.00.00.00.00.20.61.20.70.10.00.00.00.00.10.51.52.22.32.61.40.30.00.00.00.00.00.00.01.32.31.60.10.00.00.10.20.30.30.91.61.81.61.81.82.72.50.70.10.00.00.00.00.00.00.00.00.00.00.00.00.10.20.10.00.00.00.00.00.10.30.81.52.21.00.10.00.00.00.00.00.00.00.00.30.11.92.21.10.10.00.00.10.70.81.42.32.22.41.91.30.80.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.20.10.00.00.00.00.00.00.00.00.00.00.01.62.01.60.50.11.51.60.40.00.00.00.21.51.71.52.52.10.20.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.30.80.80.30.10.10.90.80.20.00.00.00.22.01.70.50.40.60.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.00.00.00.20.30.10.00.00.00.32.51.90.20.71.20.30.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.00.00.00.00.32.51.80.21.11.80.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.51.81.10.21.62.40.80.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.41.20.60.11.52.31.20.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.20.60.30.10.81.81.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.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STRINGLIGHTING (TYPICAL)GENERAL LIGHTING NOTES1. THE LIGHTING LEVELS DEPICTED WITHIN THE PLAN SET ARECALCULATED UTILIZING DATA OBTAINED FROM THE LISTEDMANUFACTURER. ACTUAL ILLUMINATION LEVELS AND PERFORMANCEOF ANY PROPOSED LIGHTING FIXTURE MAY VARY DUE TOUNCONTROLLABLE VARIABLES SUCH ARE WEATHER, VOLTAGESUPPLY, LAMP TOLERANCE, EQUIPMENT SERVICE LIFE AND OTHERVARIABLE FIELD CONDITIONS.2. WHERE APPLICABLE, THE EXISTING LIGHT LEVELS DEPICTED WITHINTHE PLAN SET SHALL BE CONSIDERED APPROXIMATE. THE EXISTINGLIGHT LEVELS ARE BASED ON FIELD OBSERVATIONS AND THEMANUFACTURER'S DATA OF THE ASSUMED OR MOST SIMILARLIGHTING FIXTURE MODEL.3. UNLESS NOTED ELSEWHERE WITHIN THIS PLAN SET, THE LIGHT LOSSFACTORS USED IN THE LIGHTING ANALYSIS ARE AS FOLLOWS:·LIGHT EMITTING DIODES (LED): 0.90·HIGH PRESSURE SODIUM: 0.72·METAL HALIDE:0.724. THE CONTRACTOR SHALL NOTIFY STONEFIELD ENGINEERING &DESIGN, LLC. IN WRITING, PRIOR TO THE START OF CONSTRUCTION,OF ANY PROPOSED LIGHTING LOCATIONS THAT CONFLICT WITHEXISTING/ PROPOSED DRAINAGE, UTILITY, OR OTHER IMPROVEMENTS.5. THE CONTRACTOR IS RESPONSIBLE TO PREPARE A WIRING PLAN ANDPROVIDE ELECTRIC SERVICE TO ALL PROPOSED LIGHTING FIXTURES.THE CONTRACTOR IS REQUIRED TO PREPARE AN AS-BUILT PLAN OFWIRING AND PROVIDE COPIES TO THE OWNER AND STONEFIELDENGINEERING & DESIGN, LLC.6. ALL COURTYARD LIGHTING WILL BE REGULATED VIA TIMER Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-06-LGHT.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSLIGHTING PLANC-6A (XX')X.XPROPOSED CALCULATION AREASYMBOLDESCRIPTIONPROPOSED ISOMETRIC LINEPROPOSED LIGHTING FIXTURE(MOUNTING HEIGHT)PROPOSED LIGHTING INTENSITY(FOOTCANDLES)PROPOSED AREA LIGHTPROPOSED BUILDING MOUNTED LIGHTPROPOSED LUMINAIRE SCHEDULEMANUFACTURERLLFDISTRIBUTIONSECURITY LIGHTINGQUANTITYLABELSYMBOLIES FILELIGHTING REQUIREMENTSCODE SECTIONREQUIREDPROPOSED§ 350-12.2.C(1) ALL OUTDOOR LIGHTING SHALL HAVE FULLCUTOFF-TYPE FIXTURES. NO UPLIGHTING ISALLOWED; PARKING, SECURITY AND AESTHETICLIGHTING MUST SHINE DOWNWARD.COMPLIES§ 350-12.2.C(1) LIGHTING SHALL BE SHIELDED TO PREVENT DIRECTGLARE AND LIGHT TRESPASS AND SHALL BECONTAINED TO THE TARGET AREA TO THEEXTENT FEASIBLECOMPLIES§ 350-12.2.C(4) LIGHT TRESPASS BEYOND THE PROPERTY LINE ANDLIGHT ABOVE A 90° HORIZONTAL PLANE ISPROHIBITED.COMPLIES§ 350-12.2.C(6) MAXIMUM FOOTCANDLE: 3 FCSITE AVERAGE: 1 FCFOOTCANDLE AT PROPERTY LINE: 0 FC2.7 FC COMPLIES0.36 FC COMPLIES0 COMPLIES§ 350-12.2.C(9) POLE HEIGHTS SHALL BE A MAXIMUM OF 25 FT INPARKING LOTS FOR COMMERCIAL AND INDUSTRIALUSES16 FT COMPLIESGRAPHIC SCALE IN FEET0'80'40'40'1" = 40'1" = 40'XDLM-2-LED-VLW-WW.IESA 19TYPE II 0.9XDLM LIFESTYLE MEDIUM AREA LIGHTLSI LIGHTINGFIXTURE "A"PWY-EDG-3M-__-02-E-UL-525-40K(525MA) CONFIGURED FROMPWY-EDG-3M-XX-02-E-UL-3B 10TYPE III 0.9EDGE SERIES - OUTDOOR LED WALLPACKCREE LIGHTINGFIXTURE 'B'STATISTICAL AREASLIGHTING AREA AVERAGE FC MAXIMUM FCDRIVE AISLESAND PARKING0.64 FC2.7 FCWHOLE SITE 0.36 FC2.8 FC E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 'WWWLODLODLODLODLODLODLODLODLODLOD LOD LOD LOD LOD LODLODLIMIT OF DISTURBANCE(197,117 SF / 4.53 AC)LODLOD LOD LODLODLODLODLODLODLOD LOD LOD LODLODLODLODLOD LOD LOD LOD LOD LODLODLODLODLODLOD LODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LOD LODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLOD LOD LOD LODLODLODLODLOD LOD LOD LOD LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODXXX 206206207208204202 201MHMHMH206205204203207207208209 207208206205204203202201209197198199202MHMH203201203EEEEEE E E E E E E E E E E E E E E E E SANSANPROPOSED INLETFILTER (TYPICAL)PROPOSED HAY BALE(TYPICAL)PROPOSED SILTFENCE (TYPICAL)PROPOSED STABILIZEDCONSTRUCTIONENTRANCE24'SFSF PROPOSEDSOILSTOCKPILE258B - AMOSTOWN FINE SANDY LOAM741A - AMOSTOWN-WINDSOR-URBAN LAND COMPLEX741A - AMOSTO W N - W I N D S O R - U R B A N L A N D C O M P L E X 749A - WINDSO R L O A M Y S A N D727A - ENOSBURG FINE SANDY LOAM741A - AMOSTOWN-WINDSOR-URBAN LAND COMPLEX741A - AMOSTOWN-WINDSOR -URBAN LAND COMPLEX253B - HINCKLEY LOAMY SAND253B - HINCKLEY LOAMY SAND253A - HINCKLEY LOAMY SAND55'SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF S F SF SF SF SF SF SF S F SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFPROPOSEDSOILSTOCKPILEZ:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-07-SESC.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSSOIL EROSION &SEDIMENT CONTROLPLANC-7SYMBOLDESCRIPTIONPROPERTY BOUNDARYADJACENT PROPERTY BOUNDARYPROPOSED LIMIT OF DISTURBANCELODPROPOSED SILT FENCESFPROPOSED TREE PROTECTION FENCETPFPROPOSED STOCKPILE &EQUIPMENT STORAGEPROPOSED STABILIZEDCONSTRUCTION ENTRANCEPROPOSED INLET PROTECTION FILTERSOIL EROSION AND SEDIMENT CONTROL NOTESREVISED 3/18/20151. THE CONTRACTOR IS RESPONSIBLE FOR SOIL EROSION AND SEDIMENTCONTROL IN ACCORDANCE WITH LOCAL, STATE, AND FEDERALREQUIREMENTS.2. THE CONTRACTOR IS RESPONSIBLE FOR DUST CONTROL INCOMPLIANCE WITH LOCAL, STATE, AND FEDERAL AIR QUALITYSTANDARDS.3. THE CONTRACTOR IS RESPONSIBLE TO INSPECT ALL SOIL EROSIONAND SEDIMENT CONTROL MEASURES WEEKLY AND AFTER APRECIPITATION EVENT GREATER THAN 1 INCH. THE CONTRACTORSHALL MAINTAIN AN INSPECTION LOG ON SITE AND DOCUMENTCORRECTIVE ACTION TAKEN THROUGHOUT THE COURSE OFCONSTRUCTION AS REQUIRED.GRAPHIC SCALE IN FEET0'80'40'40'1" = 40'1" = 40'SOIL CHARACTERISTICS CHARTTYPE OF SOILHINCKLEY LOAMY SAND (0-3%) HINCKLEY LOAMY SAND (3-8%) AMOSTOWN FINE SANDY LOAM (3-8%)PERCENT OF SITE COVERAGE 1.20%10.80%0.30%HYDROLOGIC SOIL GROUPAABDEPTH TO RESTRICTIVE LAYER >80 INCHES>80 INCHES>80 INCHESSOIL PERMEABILITY1.42 - 99.90 INCH/HOUR1.42 - 99.90 INCH/HOUR0.06 - 0.60 INCH/HOURDEPTH TO WATER TABLE>80 INCHES>80 INCHES18 - 36 INCHESSTABILIZATION SPECIFICATIONS:1.A. TEMPORARY SEEDING AND MULCHING:GROUND LIMESTONE - APPLIED UNIFORMLY ACCORDING TO SOIL TESTRECOMMENDATIONS.FERTILIZER - APPLY 11LBS./1,000 SF OF 10-20-10 OR EQUIVALENT WITH 50% WATERINSOLUBLE NITROGEN (UNLESS A SOIL TEST INDICATES OTHERWISE) WORKED INTOTHE SOIL A MINIMUM OF 4".SEED - PERENNIAL RYEGRASS 100 LBS./ACRE (2.3 LBS./1,000 SF) OR OTHER APPROVEDSEEDS; PLANT BETWEEN MARCH 1 AND MAY 15 OR BETWEEN AUGUST 15 ANDOCTOBER 1.MULCH - UNROTTED STRAW OR HAY AT A RATE OF 70 TO 90 LBS./1,000 SF APPLIED TOACHIEVE 95% SOIL SURFACE COVERAGE. MULCH SHALL BE ANCHORED BY APPROVEDMETHODS (I.E. PEG AND TWINE, MULCH NETTING, OR LIQUID MULCH BINDER).1.B. PERMANENT SEEDING AND MULCHING:TOPSOIL - UNIFORM APPLICATION TO A DEPTH OF 5" (UNSETTLED).GROUND LIMESTONE - APPLIED UNIFORMLY ACCORDING TO SOIL TESTRECOMMENDATIONS.FERTILIZER - APPLY 11 LBS./1,000 SF OF 10-10-10 OR EQUIVALENT WITH 50% WATERINSOLUBLE NITROGEN (UNLESS A SOIL TEST INDICATES OTHERWISE) WORKED INTOTHE SOIL A MINIMUM OF 4".SEED - TURF TYPE TALL FESCUE (BLEND OF 3 CULTIVARS) 350 LBS./ACRE (8 LBS./1,000 SF)OR OTHER APPROVED SEEDS; PLANT BETWEEN MARCH 1 AND OCTOBER 1 (SUMMERSEEDINGS REQUIRE IRRIGATION)MULCH - UNROTTED STRAW OR HAY AT A RATE OF 70 TO 90 LBS./1,000 SF APPLIED TOACHIEVE 95% SOIL SURFACE COVERAGE. MULCH SHALL BE ANCHORED BY APPROVEDMETHODS (I.E. PEG AND TWINE, MULCH NETTING, OR LIQUID MULCH BINDER).SEQUENCE OF CONSTRUCTION1. INSTALL CONSTRUCTION ENTRANCE AND SILT FENCE (2 DAYS).2. DEMOLISH EXISTING STRUCTURES, PAVEMENT, AND GRAVEL (7 DAYS).3. ROUGH GRADING AND TEMPORARY SEEDING (21 DAYS).4. BUILDING CONSTRUCTION AND SITE IMPROVEMENTS (120 DAYS).5. LANDSCAPING IMPROVEMENTS AND FINAL SEEDING (7 DAYS).6. REMOVE SOIL EROSION MEASURES (1 DAY).TOTAL ESTIMATED TIME = 8 MONTHSNOTE: TIME DURATIONS ARE APPROXIMATE AND ARE INTENDED TO ACT AS AGENERAL GUILE TO THE CONSTRUCTION TIMELINE. ALL DURATIONS ARESUBJECT TO CHANGE BY CONTRACTOR. CONTRACTOR SHALL SUBMITCONSTRUCTION SCHEDULE TO TOWNSHIP AND ENGINEER. CONTRACTORSHALL PHASE CONSTRUCTION ACCORDINGLYDUST CONTROL NOTES1.MULCHES - SEE STANDARD OF STABILIZATION WITH MULCHES ONLY, PG.5-12.VEGETATIVE COVER - SEE STANDARD FOR: TEMPORARY VEGETATIVE COVER,PG. 7-1, PERMANENT VEGETATIVE COVER FOR SOIL STABILIZATION PG. 4-1AND PERMANENT STABILIZATION WITH SOD, PG. 6-13.SPRAY-ON ADHESIVES - ON MINERAL SOILS (NOT EFFECTIVE ON MUCKSOILS). KEEP TRAFFIC OFF THESE AREAS.4.TILLAGE - TO ROUGHEN SURFACE AND BRING CLODS TO THE SURFACE.THIS IS A TEMPORARY EMERGENCY MEASURE WHICH SHOULD BE USEDBEFORE SOIL BLOWING STARTS. BEGIN PLOWING ON WINDWARD SIDE OFSITE. CHISEL-TYPE PLOWS SPACED ABOUT 12 INCHES APART ANDSPRING-TOOTHED HARROWS ARE EXAMPLES OF EQUIPMENT WHICH MAYPRODUCE THE DESIRED EFFECT.5.SPRINKLING - SITE IS SPRINKLED UNTIL THE SURFACE IS WET.6.BARRIERS - SOLID BOARD FENCES, SNOW FENCES, BURLAP FENCES, CRATEWALLS, BALES OF HAY AND SIMILAR MATERIAL CAN BE USED TO CONTROLAIR CURRENTS AND SOIL BLOWING.7.CALCIUM CHLORIDE - SHALL BE IN THE FORM OF LOOSE, DRY GRANULESOR FLAKES FINE ENOUGH TO FEED THROUGH COMMONLY USEDSPREADERS AT A RATE THAT WILL KEEP SURFACE MOIST BUT NOT CAUSEPOLLUTION OR PLANT DAMAGE. IF USED ON STEEPER SLOPES, THEN USEOTHER PRACTICES TO PREVENT WASHING INTO STREAMS ORACCUMULATION AROUND PLANTS.8.STONE - COVER SURFACE WITH CRUSHED STONE OR COARSE GRAVEL.NOTES:1. SECURELY FASTEN GEOTEXTILE TO FENCE POST BY USE OF WIRE TIES, HOGRINGS, STAPLES OR POCKETS. FOUR TO SIX FASTENERS PER POST.2. GEOTEXTILE FABRIC TO BE EMBEDDED 6" (MIN.) AND TAMP IN PLACE.3. SECURELY FASTEN ENDS OF INDIVIDUAL ROLLS OF GEOTEXTILE TO A POSTBY WRAPPING EACH END OF THE GEOTEXTILE AROUND THE POST TWICEAND ATTACHING AS SPECIFIED IN NOTE 1 ABOVE. SPLICING OFINDIVIDUAL ROLLS SHALL NOT OCCUR AT LOW POINTS.4. SET SILT FENCE WITHIN PROJECT LIMITS. 10'-0" IS DESIRABLE.SILT FENCE DETAIL6"6"2' - 0"2' - 0"(MIN.)10' DESIRABLEFLOWDRAWSTRING RUNNING THROUGHFABRIC ALONG TOP OF FENCE2" x 2" FENCE POST2' - 0"2' - 0"(MIN.)DRIVE POSTS PLUMB ORSLIGHTLY UPHILLEMBED FABRIC 6"MINIMUM ANDTAMP IN PLACESPACE 8'-0" O.C.SECURELY FASTENFABRIC TO POSTSTOE OF SLOPEEMBED FABRIC 6" MINIMUMAND TAMP IN PLACELENGTH=LWIDTH=WDEPTH=DDUMP STRAP1" REBAR FOR BAGREMOVAL FROM INLETDUMP STRAPFOAMCURB OPENINGDUMP STRAPS1" REBAR FOR BAGREMOVAL FROM INLETEXPANSIONRESTRAINT (1/4"NYLON ROPE, 2"FLAT WASHERS)INLET FILTERBAGDUMP STRAPS(2 EACH)FOAMBAG DETAILINSTALLATION DETAILINLETGRATEINLET FILTER BAG DETAILNOT TO SCALEEMERGENCYOVERFLOWPORTSTABILIZED CONSTRUCTION ACCESS DETAIL50' MINIMUM(SEE CHART)6" MIN.GEOTEXTILE FABRICPUBLICROADWAY6"6"NOTES:1. STONE SHALL BE ASTM C-33, SIZE No. 2 (2.5" TO 1.5") ORNo. 3 (2" TO 1") CLEAN CRUSHED ANGULAR STONE.2. WIDTH SHALL BE 15' MINIMUM OR THE FULL WIDTH OFTHE ACCESS POINT, WHICHEVER IS GREATER.3. STORMWATER FROM UP-SLOPE AREAS SHALL BE DIVERTEDAWAY FROM THE STABILIZED PAD, WHERE POSSIBLE. ATPOORLY DRAINED LOCATIONS, SUBSURFACE DRAINAGEGRAVEL FILTER OR GEOTEXTILE SHALL BE INSTALLEDBEFORE THE STABILIZED CONSTRUCTION ENTRANCE.4. WHERE THE SLOPE OF THE ROADWAY EXCEEDS 5%, ASTABILIZED BASE OF HOT MIX ASPHALT BASE COURSESHALL BE INSTALLED. THE TYPE AND THICKNESS OF THEBASE COURSE AND USE OF DENSE GRADED AGGREGATESUB-BASE SHALL BE AS PRESCRIBED BY LOCAL MUNICIPALORDINANCE OR GOVERNING AUTHORITY.5. CONTRACTOR SHALL PROVIDE A SMOOTH TRANSITIONBETWEEN THE STABILIZED CONSTRUCTION ACCESS ANDTHE PUBLIC ROADWAY.50' MINIMUM(SEE CHART)CRUSHED STONE PAD(SEE NOTE 1)PUBLIC ROADWAYPLAN VIEWPROFILE VIEW0% TO 2%100 FEET50 FEET2% TO 5%200 FEET100 FEET> 5%SEE NOTE 4LENGTH OF STONE REQ'DPUBLICFINECOARSEGRAINED SOILSGRAINED SOILSROADWAYSLOPE OF31SOIL STOCKPILE DETAILNOT TO SCALESTOCKPILE SHALL NOTEXCEED MAXIMUM 3 : 1SIDE SLOPEMAINTAIN SOIL STOCKPILE STABILIZATIONTHROUGHOUT CONSTRUCTIONINSTALL SILT FENCEAROUND SOIL STOCKPILE(SEE DETAIL)NOTES:1. STOCKPILES SHALL BE SITUATED SO AS NOT TO OBSTRUCT NATURALDRAINAGE OR CAUSE OFF-SITE ENVIRONMENTAL DAMAGE.2. STOCKPILES SHALL BE STABILIZED IN ACCORDANCE WITH THESTANDARDS FOR PERMANENT OR TEMPORARY VEGETATIVE COVERFOR SOIL STABILIZATION, AS APPROPRIATE (SEE SOIL EROSION NOTES).35' MAXIMUMHEIGHTSOIL CHARACTERISTICS CHARTTYPE OF SOILENOSBURG FINE SANDY LOAM (0-3%)AMOSTOWN-WINDSOR SILTYSUBSTRATUM-URBAN LAND COMPLEX (0-3%)WINDSOR LOAMY SAND, SILTYSUBSTRATUM (0-3%)PERCENT OF SITE COVERAGE 0.30%63.20%13.00%HYDROLOGIC SOIL GROUPC/DB/AADEPTH TO RESTRICTIVE LAYER >80 INCHES>80 INCHES>80 INCHESSOIL PERMEABILITY0.06 - 0.60 INCH/HOUR0.03 - 0.60 INCH/HOUR0.20 - 0.60 INCH/HOURDEPTH TO WATER TABLE0 - 12 INCHES18 - 36 INCHES/>80 INCHES>80 INCHES 159122610133711144815ACCESSIBLE ENTRANCE LANDING DETAILNOTES:1.MAXIMUM SLOPE ON LANDING SHALL BE 1:50 IN ALL DIRECTIONS2.DIMENSIONS SHOWN HERE ARE THE MINIMUM DIMENSIONS REQUIRED FOR AN ADA COMPLIANT LANDINGAT THE ACCESSIBLE ENTRANCE. REFER TO SITE PLAN FOR SITE SPECIFIC DIMENSIONS THAT MAY SPECIFY ALARGER LANDING AREA.3.CONTRACTOR SHALL CONTACT THE ENGINEER BEFORE CONSTRUCTION IF THE ACCESSIBLE ENTRANCEON SITE DOES NOT MATCH THE SCENARIO SHOWN ABOVE.NOT TO SCALEPARKING STALL MARKINGSNOT TO SCALE4" WIDEWHITE STRIPEPAINTED 12" WHITE LINEAT 36" SPACING ONCENTERPAINTED 6" WHITE LINENOT TO SCALESEE PLANPAINTED LINES SHALL BEPARALLEL WITH VEHICULARTRAFFICCROSSWALK DETAILFLUSH CURB DIMENSIONSABC72"6"12"60"5"13"48"4"14"36"3"15"FLUSH CURB DETAILNOT TO SCALEELEVATIONSECTIONA-ACB (MAXIMUM)18" CURBBELOWPAVEMENTAA6"18"0"(FLUSH)TOP OF CURBFINAL PAVEMENT GRADESEE PLANTOP OFPAVEMENTAANOT TO SCALECONCRETE CURB DETAIL18"6"SEEPLANEXPANSION JOINT WHERE ABUTTINGCONCRETE SIDEWALK. GRADE OFSIDEWALK OR ADJACENT LANDSCAPEAREA SHALL MEET TOP OF CURB.12" PREFORMED JOINT FILLER SHALL BEINSTALLED BETWEEN CURB ANDNON-BITUMINOUS PAVEMENT ORNON-BITUMINOUS BASE COURSEAPPROVED COMPACTEDSUBGRADEFULL DEPTH PAVEMENT(SEE DETAIL)R=1"HOT TAR SEALEXISTING ASPHALTNEW ASPHALTFULL DEPTH ASPHALT PAVEMENT DETAILNOT TO SCALE APPROVED COMPACTEDSUBGRADEMILLED ASPHALT KEY1" DEEP X 12" WIDEHOT TAR SEALSAW CUT AND HOTTAR SEAL1.5" THICK, HMA TOP COURSE2.5" THICK, HMA SURFACE COURSE8" THICK, APPROVED DENSEGRADED AGGREGATENOTE:1.HMA MIX AND DENSE GRADED AGGREGATE SHALL CONFORMTO STATE DEPARTMENT OF TRANSPORTATIONSPECIFICATIONS.2.CONTRACTOR TO REFER TO GEOTECHNICAL REPORT FORPAVEMENT CROSS SECTION.SEE SITE PLANSEE SITE PLAN8"ACCESSIBLE PARKING STALL MARKINGS18'8'12'NOT TO SCALE4" WIDE, BLUE STRIPING AT24" SPACING4" WIDEBLUE PAINTSTRIPEPAINTED 4" BLUE SYMBOLOF ACCESSIBILITY54" W X 60" HFLUSH CURB(SEE NOTE 2)RAMP1:12 MAXIMUMSLOPERAMP1:12 MAXIMUMSLOPELANDING1:50 MAXIMUMSLOPELANDING1:50 MAXIMUMSLOPELANDING1:50 MAXIMUMSLOPETRANSITION RAMP DETAILNOT TO SCALENOTES:1.CROSS SLOPE ON RAMP SHALL NOT EXCEED 2%2.A FLUSH CURB SHALL HAVE A MINIMUM WIDTH OF 36". SEE PLAN FOR EXACT WIDTH.3.RAMP SHALL HAVE A MAXIMUM RISE OF 6" WITHOUT A HANDRAIL18"MINIMUM60" MINIMUM ACCESSIBLEENTRANCEFRONT APPROACHLANDINGAREAPAVEMENT MILLING & OVERLAY DETAILNOT TO SCALEEXISTING EDGE CONDITIONSAWCUT/MILLING EDGE CONDITION EDGE CONDITIONI.E. CONC. CURB1" MINOVERLAY HMASURFACE (1.5" MINIMUM,3" MAXIMUM)EXISTING PAVEMENTTO REMAIN1" MINMILLINGAS REQUIREDLEVELING COURSEAS REQUIREDTO CREATE MINIMUM DESIRED SLOPEON ASPHALT SURFACEOVERLAY HMA(1.5" MINIMUM,3" MAXIMUM)OVERLAY PAVING DETAILPROPOSED HMA OVERLAYTAPER AS REQUIREDEXISTING PAVEMENT SHALLRECEIVE ASPHALTIC TACK COATSAWCUT & HOT TAR SEALEXISTING PAVEMENT SHALLRECEIVE ASPHALTIC TACK COAT OVERLAY HMA DEPTH(1.5" MINIMUM,3" MAXIMUM)EXISTING PAVEMENT SHALLRECEIVE ASPHALTIC TACK COATPROPOSED HMA OVERLAYTAPER AS REQUIREDXXXXXXXXXPLAN4' BETWEEN CONTRACTIONJOINTS12' BETWEEN EXPANSION JOINTSWIDTHSEEPLAN6" X 6" GRID, W2.9 X W2.9WELDED WIRE MESHREINFORCED CONCRETE WALKWAY DETAILNOT TO SCALENOTES:1.MAXIMUM CROSS SLOPE SHALL BE 14" PER FOOT.2.14" EXPANSION JOINTS SHALL BE PROVIDED AT 12' INTERVALS WITH PRE-MOLDED,BITUMINOUS JOINT FILLER, RECESSED 14" FROM THE SURFACE.3.1" DEEP BY 14" WIDE, TOOLED CONTRACTION JOINTS SHALL BE PROVIDED AT 4' INTERVALS.4.EXPANSION JOIN SHALL BE PROVIDED WHERE ADJACENT TO A BUILDING.WIDTH (SEE PLAN)SECTIONFINISHED GRADE SHALL BEFLUSH WITH ABUTTINGSIDEWALKMEET GRADE AT PERIMETEROF SIDEWALKAPPROVED COMPACTEDSUBGRADE4" THICK, AIR ENTRAINEDCONCRETE 4,000 PSI AT 28DAYS4" THICK, APPROVED CLEANCRUSHED STONECURB TAPER DETAILNOT TO SCALE2"R=1"5'-0" TAPER FROM2" HEIGHT TO FULLHEIGHT OF CURB1'-0" FULL HEIGHTOF CURBPAVEMENTEXISTING/PROPOSED CURBNOT TO SCALE7'-4"4"1'-4"(TYP)1'-4"1'-8"1'8'-4"2'-8"3'-8"2'-8"3'-0"6'-4"TURN ARROW DETAILNOT TO SCALE8'-8""ONLY" DETAILPAINTED WHITELETTERINGPAINTED WHITE SYMBOLSTOP BAR & ARROW DETAILSNOT TO SCALE36"36"36"24"PAINTED 24" WHITE LINEPAINTED WHITE SYMBOLSTOP SIGN(R1-1)WHITERED36"x36"GROUNDM.U.T.C.D.NUMBERTEXTCOLORLEGENDBACKGROUNDSIZE OF SIGN(WIDTH XHEIGHT)TYPE OFMOUNTNOTE:1.ALL SIGNS SHALL BE IN ACCORDANCE WITH THE FEDERAL HIGHWAY ADMINISTRATION(FHWA) MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), EXCEPT AS NOTED.2.ALL SIGNS SHALL BE MOUNTED AS TO NOT OBSTRUCT THE SHAPE OF "STOP" (R1-1) AND"YIELD" (R1-2) SIGNS.SIGN DATA TABLENOT TO SCALE36"SIGN POST DETAIL72"NOT TO SCALEU-CHANNELMUTCD STANDARD SIGN(SIZE, SHAPE ANDCOLORS). SEE SIGN CHART.DO NOT ENTER(R5-1)REDWHITE30"x30"GROUNDZ:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-08-DETL.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSCONSTRUCTIONDETAILSC-8NTS 41526389FOUNDATION DEPTH MOUNTING HEIGHT LIGHT POLE INSTALLATION DETAILNOT TO SCALENOTES:1.MINIMUM SOIL BEARING PRESSURE OF 1500 PSF, SOIL FRICTION ANGLE OF 30 DEGREES, AND SOIL DRY UNIT WEIGHT OF120 PCF SHALL BE CONFIRMED IN THE FIELD BY A QUALIFIED PROFESSIONAL.2.CAST-IN-PLACE CONCRETE SHALL BE CONSOLIDATED USING VIBRATOR.3.ALL REBAR TO BE NEW GRADE 60 STEEL.4.PRE-CAST PIERS ACCEPTABLE UPON WRITTEN APPROVAL OF SHOP DRAWING BY ENGINEER.5.CONCRETE TO BE INSTALLED A MINIMUM OF 7 DAYS PRIOR TO INSTALLING LIGHT POLE. POURED CONCRETE MIXREQUIRED TO OBTAIN 80% OF DESIGN STRENGTH PRIOR TO INSTALLING LIGHT POLE.6.CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 4" (WITHIN 1" TOLERANCE).7.POLE SHALL BE RATED FOR 10 MPH HIGHER THAN MAXIMUM WIND SPEED 33FT ABOVE GROUND FOR THE AREA BASEDON ANSI/ASCE 7-93.8.POUR TO BE TERMINATED AT A FORM.9.WORK SHALL CONFORM TO ACI BEST PRACTICES FOR APPROPRIATE TEMPERATURE AND WEATHER CONDITIONS.10.CONTRACTOR TO TEMPORARILY SUPPORT ADJACENT SOIL AND STRUCTURES DURING EXCAVATION IF REQUIRED.MOUNTING ARM BYLIGHTING MANUFACTURERSEE PLAN FOR NUMBERAND ORIENTATION OF FIXTURESHANDHOLE WITHCOVERLIGHT POLE BY LIGHTINGMANUFACTURER(SEE NOTE 7)ELECTRIC CONDUITSTUB UP MINIMUM 12"ANCHOR BOLTS ANDBASE PLATE BY LIGHTINGMANUFACTURER1" CHAMFERHIGH-STRENGTHNON-SHRINKGROUT3 TIES AT4" C-CREINFORCEMENTTIES SPACING(12" OVERLAP)VERTICALREINFORCEMENT BARSEQUALLY SPACEDCAST-IN-PLACECONCRETE ROUND PIERFOUNDATION, 3000 PSIAIR-ENTRAINEDCONCRETE AT 28 DAYSCOMPACTED SUITABLEBACKFILL TO 95% OPTIMUMDRY PROCTOR DENSITY INLIFTS OF LESS THAN 9" OFUNCOMPACTED SOILFOUNDATIONDIAMETERLIGHTNING GROUND ROD AND ALLELECTRICAL COMPONENTS TO COMPLYWITH NATIONAL ELECTRIC CODELANDSCAPING36"CURB OR EDGEOF PAVEMENT4" ASSUMED POLE DIAMETER18" FOUNDATION DIAMETER5'-6" FOUNDATION DEPTH#3 REINFORCING TIES AT 12" C-C(6) #5 VERTICAL REINFORCEMENT BARS16' LIGHT POLE16'MOUNTING HEIGHT2' MIN.3" CLEAR COVERFOR ALL REBAR18"4'-0"6"6" Ø STEEL PIPE FILLEDWITH CONCRETE &PAINTED TRAFFIC YELLOW3'-0"ACCESSIBLE PARKING SIGN WITHBOLLARD DETAILVANACCESSIBLENOT TO SCALEHANDICAPPEDPARKINGUNAUTHORIZED VEHICLESWILL BE REMOVED ATOWNER'S EXPENSESPECIAL PLATE REQUIRED3000 PSI CONCRETEFOOTINGVAN ACCESSIBLE SIGN(R7-8P) WHERE INDICATEDON PLANSU-CHANNELMASSACHUSETTSACCESSIBLE PARKING SIGN12" X 18"AZURE BLUE BACKGROUNDWHITE LETTERSBACKFILL WITH SUITABLEMATERIAL AND COMPACTTHOROUGHLY60"(MIN.)PROPOSED UTILITY LINE6" THICK, APPROVED CLEANCRUSHED STONE (WATER ANDSEWER SERVICE ONLY)3' PLUS UTILITY DIAMETERSEE NOTEUTILITY TRENCH DETAILNOT TO SCALEPROPOSED/EXISTINGPAVEMENTPROPOSED FULL DEPTHASPHALTNOTE:MINIMUM PIPE COVER SHALL BE AS FOLLOW:·ELECTRIC SERVICE - PER APPLICABLE UTILITY AUTHORITY·GAS SERVICE - PER APPLICABLE UTILITY AUTHORITY·SEWER SERVICE - 36" MINIMUM·WATER SERVICE - 48" MINIMUMTOP SOILEXISTING GRADEWARNING TAPE WITH METALLIC LOCATORSTRIP TO BE INSTALLED WITH ELECTRICCONDUIT ONLYBACKFILL WITH SUITABLE EXCAVATEDMATERIAL. MATERIAL TO BE COMPACTEDTHOROUGHLY. COMPACTION ANDMATERIAL SHALL MEET ALL APPLICABLEREGULATIONS.NOT TO SCALEEXISTING GRADEBACKFILL WITHSUITABLE EXCAVATEDMATERIAL; MATERIALTO BE COMPACTEDTHOROUGHLYPROPOSED CONDUIT3' PLUS UTILITY DIAMETER18" (LAWN AREA)24" (PAVEMENT)WARNING TAPE WITH METALLICLOCATOR STRIP TO BE INSTALLEDWITH ELECTRIC CONDUITELECTRICAL CONDUITTRENCH DETAIL4' - 0" x 1' - 10"PRECAST STRUCTURE4' - 6"2' - 4"STORM INLET DETAILNOT TO SCALEPRECAST REINFORCEDCONCRETE STRUCTURE TOMEET MINIMUM H-25 LOADINGSIDE VIEWTOP VIEW6" MIN.THE GRATE SHALL BE RAISED TOFINAL GRADE USING FROM 1 TO 3PRECAST RINGS AND/OR BRICKTHE PRECAST STRUCTURE SHALLBE PLACED ON A MINIMUM OF 6"OF 34" CLEAN STONEPRECAST SECTIONS SHALL BE JOINEDUSING A GASKET AND CEMENT GROUTTO PRODUCE A 'LEAK-FREE' JOINT.BICYCLE SAFE GRATE TO BE LABELED /DEFINED PER LOCAL COMMUNITYSTANDARDS AND REGULATIONSDRAINAGE PIPES(SEE GRADING PLAN)POURED IN PLACE 3,000 PSICONCRETE BOTTOM TO PROVIDEPOSITIVE SLOPE TO OUTLET PIPENOTES:1.STRUCTURE TO BE CONSTRUCTED OFREINFORCED PRECAST CONCRETE.2.FRAME AND GRATE TO BE CAST-IRON ANDSUPPORT MINIMUM H-25 LOADING.3.ALL JOINTS TO BE WATER-TIGHT.4.SUBGRADE BENEATH STRUCTURE SHALL BELEVELED AND COMPACTED AS NECESSARYPRIOR TO INSTALLING STRUCTURE.MANHOLE LADDERRUNGS (SEE DETAIL)4' - 0" DIAMETERPRECAST MANHOLESTORM MANHOLE DETAILNOT TO SCALEPRECAST REINFORCEDCONCRETE STRUCTURE TOMEET MINIMUM H-25 LOADINGSIDE VIEWTOP VIEW6" MIN.THE PRECAST STRUCTURESHALL BE PLACED ON AMINIMUM OF 6" OF 34"CLEAN STONEPRECAST SECTIONS SHALL BE JOINEDUSING A GASKET AND CEMENT GROUTTO PRODUCE A 'LEAK-FREE' JOINT.DRAINAGE PIPES(SEE GRADING PLAN)POURED IN PLACE 3,000 PSICONCRETE BOTTOM TO PROVIDEPOSITIVE SLOPE TO OUTLET PIPEMANHOLE LADDERRUNGS (SEE DETAIL)NOTES:1.STRUCTURE TO BE CONSTRUCTED OFREINFORCED PRECAST CONCRETE.2.FRAME AND COVER TO BE CAST-IRONAND SUPPORT MINIMUM H-25 LOADING.3.ALL JOINTS TO BE WATER-TIGHT.4.SUBGRADE BENEATH STRUCTURE SHALLBE LEVELED AND COMPACTED ASNECESSARY PRIOR TO INSTALLINGSTRUCTURE.THE RIM SHALL BE RAISED TOFINAL GRADE USING FROM 1 TO 3PRECAST RINGS AND/OR BRICK30" DIA.OPENINGSTORM SEWERMANHOLE COVER TO BE LABELED /DEFINED PER LOCAL COMMUNITYSTANDARDS AND REGULATIONS3' - 5"TO STRUCTURE4 FEET MINIMUMCOVER18 BEND (IF REQUIRED)45°MAXIMUMEXISTING FOUNDATIONCUSHIONSADDLE TEE WITH RUBBERSEAL (OPENING TO BEDRILLED IN PIPE)SEWER CONNECTION DETAILCURB LINEEXISTING ROADWAY8"8"WIDTH (SEE SITE PLAN)8"DEPTH(SEE SITE PLAN)1% MINIMUM SLOPE6" OFFSET1% MINIMUM SLOPENOT TO SCALEWOODEN FENCE TRASH / RECYCLE ENCLOSURE DETAILPLAN VIEW6" CONCRETE PAD(SEE SITE PLAN)4" Ø BOLLARDSPREAD AT 4' ONCENTER (MAX)NOTE:BLOCK COLOR TO MATCH BUILDINGOR AS SPECIFIED BY OWNERGATE AND POST(SEE FRONT VIEW)ANCHOR SLEEVES FORGATE STOP HOLDERS(SEE FRONT VIEW)6" CONCRETE PADSLAB CONTROL JOINTCURB /EDGE RESTRAINTTYPE # 8 OR 9AGGREGATE INOPENINGSBASE COURSE2" THICK BEDDING TYPE# 8 AGGREGATECHOKER COURSE4" THICK (MINIMUM), APPROVEDDENSE GRADED AGGREGATE TYPE# 57 STONE OPEN-GRADED BASE12" THICK (MINIMUM), TYPE # 2STONE CLEAN, WASHED BROKENSTONE SUBBASENOT TO SCALEPERMEABLE INTERLOCKING PAVER DETAILBRICK PAVER SURFACECOURSE MINIMUM 3 18" THICKFOR VEHICULAR TRAFFICMAX SLOPE= 5%APPROVED GEOTEXTILE FILTERFABRIC ALONG ALL SIDES ANDBOTTOM OF FACILITYAPPROVED SUBGRADE7XXXXXXXX58" Ø STAINLESS STEELCOUNTER-SUNK CARRIAGEBOLT (TYPICAL)2" X 4" HORIZONTALBACK RAILS4" X 4" POSTS,MAX. 8' ON CENTER8' SPACING ON CENTER MAXIMUMLINE POST 2 38"Ø MIN.SCHEDULE 40, GALVANIZEDSTEEL POST WITH BLACKVINYL PVC COATINGGRADESIDE VIEW OF FENCE6'-0"3"Ø, SCHEDULE 40,ROUND GALVANIZEDSTEEL CORNER & ENDPOST WITH BLACKVINYL PVC COATINGMAX 2" OPENINGBETWEEN POSTAND ADJACENTCONSTRUCTIONGALVANIZED STEELHORIZONTAL BRACERAILS WITH BLACKVINYL PVC COATINGFRONT VIEW OF GATELOCKABLELATCH DEVICE(LOCK OPTIONALBY OWNER)GATE WHEELSAT END POSTSHEAVY DUTY HINGESANCHORSLEEVESSET INTOCONCRETECANE BOLT ATEACH GATE4"36"12"3,000 PSICONCRETEFOOTING1" X 4" VERTICAL BOARDS(NO SPACING)GRADE4"30"12"3,000 PSI CONCRETE FOOTINGMOUND CONCRETE TOPREVENT PONDINGPROVIDE 1/2"PRE-MOLDED FILLERAT SLAB / FOOTINGCONCRETE MAT(SEE DETAIL)1" X 4" VERTICAL BOARDS(NO SPACING)Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-08-DETL.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSCONSTRUCTIONDETAILSC-9NTS 12LIGHT FIXTURES 'A' DETAILNOT TO SCALELIGHT FIXTURE 'B' DETAILNOT TO SCALENOT TO SCALEAQUA-SWIRL XC-5 DETAIL33'4'6"1.5'GENERAL ILLUMINATED MONUMENT SIGN DETAILNOT TO SCALENOTES:1.DETAIL FOR DIMENSIONAL PURPOSES ONLY. FINAL DESIGN TO BE COORDINATED WITHARCHITECT.2.PROPOSED SIGN TO BE ILLUMINATED WITH TWO (2) COMPLIANT FLOOD LIGHTS. SIGNSHALL NOT BE INTERNALLY ILLUMINATED.PROPOSED SIGN FACENOT TO EXCEED 12 SFPROPOSEDSTRUCTURAL BASE TOBE DESIGNED BYSTRUCTURAL ENGINEER5'PROPOSED SIGNHEIGHT NOT TOEXCEED 5 FT4SIGN TO BEAPPROPRIATELYLANDSCAPED AROUNDBASE72"40"112"SHARED LANE STRIPINGNOT TO SCALE53000 PSI CONCRETEFOOTING18"4'-0"6"4" Ø STEEL PIPE FILLED WITHCONCRETE & PAINTED(CLIENT PREFERENCE)3'-6"BOLLARD DETAILNOT TO SCALEAPPROVEDCOMPACTEDSUBGRADE6Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-08-DETL.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSCONSTRUCTIONDETAILSC-10NTS OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROAD2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREET 85'12'12'24'XXX 6' 24'9'8'8'11'18'9'9'30'18' 18'50' 12.5'10.0' 12.0' 5'4'10'40'10'40'9'40'40'5'5'10'10'5'5'102.1'102.0'107.5'4'13'26.7' 5' 5'14'14'4'8'8'4'35.9'5'4'5'5'5'35'R3'R 5'R 2'R30' R30'R34'R10'R5'R5'R25'R3'R15'R15'R67.2'R5' R 5'R5'R84'R50'R48'R 24'24'10'16.5'24'10'4'24'10'4'20'5'25.6'73'43'15'25'12'22'15'R5 'R 24'16.5'4'4'MHMHMHMHMH50' Fire EngineZ:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-11-TRN.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge Road (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSTRUCK TURN(FIRE TRUCK)C-11GRAPHIC SCALE IN FEET0'80'40'40'1" = 40'1" = 40'5010.62921.674.16750' Fire EngineOverall Length50.000ftOverall Width8.300ftOverall Body Height10.484ftMin Body Ground Clearance0.915ftTrack Width8.330ftLock-to-lock time6.00sMax Steering Angle (Virtual)40.40°30 °60°90°120°150°180°39.996ftMin Radius(Outer Wheel)23.836ftMin Radius(Inner Wheel)47.011ftMin Radius(Outer Body)23.386ftMax Kickout 2.971ft 737 Bridge Road Section 3 Schematic Architectural Plans Note: Proposed schematic plans are preliminary and are not final. The exterior appearance and color scheme are subject to change. STAMP 2 Mead St Greenfield MA 01301 413 624 9669 167 Main St Brattleboro VT 05301 802 451 5966 2021 © Austin Design Inc. PARTNER 1 PARTNER 2 architecture for enjoying life PARTNER 3 Prospect Place 737 Bridge st Concept 05-03-22 A3.30Roof Plan Scale: 1/16" = 1'-0" 1 A-101 18'-0"23'-0"EXTENDED PYRAMID SKYLIGHT AT 15 DEGREE PITCH. HEIGHT APPROX 30" 51'-0"182'-0"51'-0"9'-0"9'-0"25'-0"40'-0"70'-0"40'-0" 252'-0"225'-0"TWO TOP MOUNTED ERV 35 ASHP CONDENSER UNITS PV PANEL MOUNTED ABOVE CONDENSER AND ERV 15 ASHP CONDENSER UNITS TWO TOP MOUNTED ERV PV PANEL 2 A-101 2 A-101 SCREEN SCREEN SCREEN TWO TOP MOUNTED ERV Section Scale: 1/16" = 1'-0" 2 A-1013'-10"2'-4" 2022 © Austin Design Inc. architecture for enjoying life Greenfield MA 01301 413 624 9669 Brattleboro VT 05301 802 451 5966 Prospect Place 737 Bridge st (413) 582-7000 4 Allen Place, Northampton, MA 01060 Landscape Architecture Civil Engineering Berkshire GroupDesign Land Surveying Rutherford, NJ · New York, NY · Boston, MA Princeton, NJ · Tampa, FL · Detroit, MI www.stonefieldeng.com TITLE: SCALE:PROJECT ID: DRAWING: HAMPSHIRE COUNTY CITY OF NORTHAMPTON 737 BRIDGE ROAD PARCEL 18C-048-001 MASSACHUSETTS 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 ROOF PLAN 1/16" = 1'BOS-220027 A-101 STAMP 2 Mead St Greenfield MA 01301 413 624 9669 167 Main St Brattleboro VT 05301 802 451 5966 2021 © Austin Design Inc. PARTNER 1 PARTNER 2 architecture for enjoying life PARTNER 3 Prospect Place 737 Bridge st Concept 05-03-22 A5.10 2022 © Austin Design Inc. architecture for enjoying life Greenfield MA 01301 413 624 9669 Brattleboro VT 05301 802 451 5966 Prospect Place 737 Bridge st (413) 582-7000 4 Allen Place, Northampton, MA 01060 Landscape Architecture Civil Engineering Berkshire GroupDesign Land Surveying Rutherford, NJ · New York, NY · Boston, MA Princeton, NJ · Tampa, FL · Detroit, MI www.stonefieldeng.com TITLE: SCALE:PROJECT ID: DRAWING: HAMPSHIRE COUNTY CITY OF NORTHAMPTON 737 BRIDGE ROAD PARCEL 18C-048-001 MASSACHUSETTS 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 EXTERIOR ELEVATION 1/16" = 1'BOS-220027 A-102 North Elevation Scale: 1/16" = 1' 4 A-102 CLOTH ENTRY CANOPY AT NORTHWEST CORNER. WHITE CLOTH TO MATCH AWNINGS (SEE PERSPECTIVE VIEW A-103) CLOTH FRONT ENTRY CANOPY. WHITE CLOTH TO MATCH AWNINGS (SEE PERSPECTIVE VIEW A-103) West Elevation Scale: 1/16" = 1' 3 A-102 South Elevation Scale: 1/16" = 1' 2 A-102 East Elevation Scale: 1/16" = 1' 1 A-10229' 1"6' 1"CLOTH WINDOW AWNING ON ALL EAST AND WEST WINDOWS. SAIL CLOTH ROOF SCREEN STAINED BRICK THROUGHOUT FACADE NEW WINDOW LOCATIONS THROUGHOUT FACADE STAMP 2 Mead St Greenfield MA 01301 413 624 9669 167 Main St Brattleboro VT 05301 802 451 5966 2021 © Austin Design Inc. PARTNER 1 PARTNER 2 architecture for enjoying life PARTNER 3 Prospect Place 737 Bridge st Concept 05-03-22 A5.10 2022 © Austin Design Inc. architecture for enjoying life Greenfield MA 01301 413 624 9669 Brattleboro VT 05301 802 451 5966 Prospect Place 737 Bridge st (413) 582-7000 4 Allen Place, Northampton, MA 01060 Landscape Architecture Civil Engineering Berkshire GroupDesign Land Surveying Rutherford, NJ · New York, NY · Boston, MA Princeton, NJ · Tampa, FL · Detroit, MI www.stonefieldeng.com TITLE: SCALE:PROJECT ID: DRAWING: HAMPSHIRE COUNTY CITY OF NORTHAMPTON 737 BRIDGE ROAD PARCEL 18C-048-001 MASSACHUSETTS 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 PERSPECTIVE VIEWS BOS-220027 A-103 STAMP 2 Mead St Greenfield MA 01301 413 624 9669 167 Main St Brattleboro VT 05301 802 451 5966 2021 © Austin Design Inc. PARTNER 1 PARTNER 2 architecture for enjoying life PARTNER 3 Prospect Place 737 Bridge st Concept 05-03-22 A5.10 2022 © Austin Design Inc. architecture for enjoying life Greenfield MA 01301 413 624 9669 Brattleboro VT 05301 802 451 5966 Prospect Place 737 Bridge st (413) 582-7000 4 Allen Place, Northampton, MA 01060 Landscape Architecture Civil Engineering Berkshire GroupDesign Land Surveying Rutherford, NJ · New York, NY · Boston, MA Princeton, NJ · Tampa, FL · Detroit, MI www.stonefieldeng.com TITLE: SCALE:PROJECT ID: DRAWING: HAMPSHIRE COUNTY CITY OF NORTHAMPTON 737 BRIDGE ROAD PARCEL 18C-048-001 MASSACHUSETTS 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 BICYCLE SHED BOS-220027 A-104 NOTE CUSTOM STEEL HARDWARE AT POINTS OF CONNECTION BETWEEN POSTS, BEAMS AND SONOTUBES PAINTED BLACK 3/4" STEEL 1/2" THROUGH BOLTS COLUMNS AND POSTS TO BE PRESSURE TREATED LUMBER METAL ROOFING OVER 2X DECKING FURNISH DOOR HARDWARE INCLUDING HINGES, PULLS, FLUSH BOLT AND PADLOCK Front Elevation Scale: 1/4" = 1' 2 A-104 Plan Scale: 1/4" = 1' 1 A-104 Side Elevation Scale: 1/4" = 1' 3 A-104 737 Bridge Road Section 4 Traffic Study Stantec Consulting 136 West Street, Suite 203 Northampton, MA 01060 June 10, 2022 File: 179450507 Ms. Laura Baker Real Estate Development Director Valley Community Development 256 Pleasant Street, Suite A Northampton, MA 01060 Dear Laura, Reference: 737 Bridge Road, Northampton, MA Per your request, we prepared this assessment of anticipated transportation impacts associated with your proposed 60-unit residential community at the above address. This assessment describes existing roadway and traffic conditions, proposed site access conditions, peak hour traffic demands, roadway operations, and site parking needs. Key findings are listed below. • Expected vehicle trip generation for the project includes 24 trips during the AM commuter peak hour, 31 trips during the PM peak hour, and 400 daily vehicle trips. • The site's prior use as a nursing home generated up to an estimated 46 peak-hour commuter vehicle trips and 500 to 600 daily vehicle trips. • The new peak hour trips associated with the proposed residential development do not significantly change peak hour operations at the three Bridge Road intersections adjacent to the site and are included in this study. • With the project built and occupied, the peak queue expected on Hatfield Street adjacent to the site waiting to enter Bridge Road is 90 feet. The existing site driveway is located approximately 60 feet south of the stop bar on Hatfield Street. • With full site access allowed at Bridge Road, long delays are expected for traffic attempting to turn left from the site. • The proposed parking supply is appropriate to accommodate expected parking demands. Overall, the project will not significantly impact the adjacent roadway system and can provide safe access can with modifications to the existing site driveways. Recommended modifications include: • The relocation of the Hatfield Street South driveway to the south, so that vehicle queues on Hatfield Street do not block the driveway. June 10, 2022 Page 2 of 24 Reference: 737 Bridge Road, Northampton, MA • The relocation of the Bridge Road driveway opposite Hatfield Street North and restricting exiting movements at this location to only right-turns will facilitate safe access and minimize delays for exiting traffic. • Allowing left turns into the site directly from a proposed dedicated left-turn lane on Bridge Road at the proposed new driveway location. Alternatively, traffic could turn left from Bridge Road onto Prospect Avenue and a new site driveway could be provided at Prospect Avenue. These recommendations will limit the impacts of site traffic on the most heavily traveled section of Bridge Road in the study area, the section between Hatfield Street North and Hatfield Street South, where there are high volumes of left turns from Bridge Road. 1.0 PROJECT DESCRIPTION The proposed project is the redevelopment of a vacant nursing home at 737 Bridge Road in Northampton as a low-income, multifamily residential development. The nursing home provided 163 beds. Existing vehicular access is by way of driveways at Bridge Road and Hatfield Street. The proposed program will include 60 dwelling units ranging in size from studios to three-bedroom units. The City has suggested that reusing the existing Bridge Road driveway for full access is undesirable due to high traffic volumes on Bridge Road. Alternative access plans are considered in this study. The existing site locus is shown in Figure 1. Stantec Consulting 136 West Street, Suite 203 Northampton, MA 01060 Figure 1 Project Site Locus June 10, 2022 Page 4 of 24 Reference: 737 Bridge Road, Northampton, MA 2.0 EXISTING ROADWAY AND TRAFFIC CONDITIONS The project site is on the south side of Bridge Road between Hatfield Street and Prospect Avenue and is accessed by way of driveways at Hatfield Street and Bridge Road. Hatfield Street also enters Bridge Road from the north near the existing site driveway. For this study, the section of Hatfield Street adjacent to the site is referenced as Hatfield Street South, and the section north of Bridge Road is referenced as Hatfield Street North. The traffic study area includes the Bridge Road intersections with Hatfield Street South, Hatfield Street North, and Prospect Avenue. These are all two-lane, two-way city streets except that left- turn lanes are provided on Bridge Road westbound and eastbound at Hatfield Street South and Hatfield Street North, respectively. Each of the side streets is under Stop sign control entering Bridge Road. Posted speed limits are 30 miles per hour on the side streets and 35 miles per hour on Bridge Road. The study area has a sidewalk on the south side of Bridge Road and the west side of Hatfield Street South extending approximately 200 feet south of Bridge Road. 2.1 Traffic Volumes Stantec collected traffic volume data for the study area in March 2022. The collected traffic data include weekday, commuter peak period vehicle turning movement counts at the study area intersections. Daily volume and speed counts were taken for Bridge Road, Hatfield Street South, and Prospect Avenue. The daily traffic volume and speed data are shown in Table 1. As shown, Bridge Road is the highest volume roadway in the study area with nearly 17,000 vehicles per day counted between Hatfield Street South and Hatfield Street North. Hatfield Street South carries approximately 5200 vehicles per day, suggesting that it carries significant through traffic. Prospect Avenue carries approximately 1200 vehicles per day, indicating that it is not used as heavily by through traffic. The average speeds observed are slightly above the posted speed limits on Hatfield Street and Prospect Avenue and slightly below the speed limit on Bridge Road. June 10, 2022 Page 5 of 24 Reference: 737 Bridge Road, Northampton, MA Table 1 Daily Traffic Volumes and Vehicle Speeds Roadway Direction Daily Volume (vehicles) Average Speed (mph) 85th Percentile Speed (mph) Hatfield St - South Southbound 2,752 Northbound 2,439 Combined 5,191 32.1 36.0 Bridge Road Eastbound 7,669 Westbound 9,106 Combined 16,775 31.7 38.0 Prospect Ave Southbound 624 Northbound 544 Combined 1,168 30.3 36.0 Stantec reviewed the commuter peak-period traffic data to determine commuter peak hour conditions. The traffic flow networks for the AM and PM commuter peak hours are illustrated in Figures 2 and 3, respectively. The AM peak hour is from 7:30 to 8:30 AM and the PM peak hour is from 4:00 to 5:00 PM. The counts indicate that much of the traffic on Hatfield Street uses both segments, with traffic coming from the north turning right onto Bridge Road and the left to Hatfield Street South. The reverse movements headed northbound are also heavy. The pattern suggests commuters coming into Northampton by this route in the AM peak hour and returning in the PM peak hour. Peak hour volumes on Bridge Road are more balanced by direction; however, they indicate heavier eastbound volumes during the morning peak and heavier westbound volumes during the evening peak. June 10, 2022 Page 6 of 24 Reference: 737 Bridge Road, Northampton, MA Figure 2 AM Peak Hour Traffic Volumes Figure 3 PM Peak Hour Traffic Volumes June 10, 2022 Page 7 of 24 Reference: 737 Bridge Road, Northampton, MA 2.2 Safety Traffic safety conditions were documented by reviewing the crash history for the study area intersections using the MassDOT crash database. Reports for 2017 through 2019, the latest three years available, were reviewed. MassDOT reported 15 crashes in the study area. Table 2 provides a summary of the reported crashes by year, type, and severity. As shown, rear-end collisions are the predominant crash type and are often associated with stop-and-go traffic conditions. The three intersections are closely spaced such that rear-end collisions reported at one location may in fact, be caused by stoppages downstream at another location. This is reflected in the low number of crashes at the Hatfield Street North location relative to the crash count at Prospect Avenue, which is a much lower volume street. June 10, 2022 Page 8 of 24 Reference: 737 Bridge Road, Northampton, MA Table 2 Bridge Road Intersection Crashes – 2017 through 2019 At Hatfield St South At Hatfield St North At Prospect Ave Combined Year 2017 4 1 3 8 2018 2 0 3 5 2019 1 0 1 2 Total 7 1 7 15 Type Angle 1 0 1 2 Rear-end 3 1 6 10 Single Vehicle Crash 2 0 0 2 Sideswipe 1 0 0 1 Total 7 1 7 15 Severity Property Damage 6 0 5 11 Personal Injury 1 1 2 4 Fatality 0 0 0 0 Not Reported 0 0 0 0 Total 7 1 7 15 Crash Rate* MassDOT District 2 0.62 0.62 0.62 MassDOT Statewide 0.78 0.78 0.78 Intersection 0.37 0.05 0.56 *Crashes Per Million Entering Vehicles (MEV) Also shown are the calculated crash rates for the study area intersections. The calculated rates are lower than the statewide and district-wide average crash rates for similar roadways. This is consistent with MassDOT reporting on areas of "high crash clusters." The study area is not designated as a high crash location. The crash data and the crash rate worksheets are attached. June 10, 2022 Page 9 of 24 Reference: 737 Bridge Road, Northampton, MA 3.0 FUTURE TRAFFIC CONDITIONS Traffic forecasts were developed for the study area intersections assuming the project is built and occupied. Traffic operations at the intersections were then analyzed for peak hours. 3.1 VEHICLE TRIP GENERATION Peak hour vehicle trip generation estimates for the proposed project were prepared based on data from a Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), Washington, D.C., 2022. Trip rates for Land Use Code (LUC) 220, and Multifamily Housing (Low Rise) were applied. Based on the ITE rates assuming 60 dwelling units, the proposed project is expected to generate 24 AM peak hour and 31 PM peak hour vehicle trips. These trip estimates are compared to trip estimates for the former use of the site as a 163-bed nursing home. Applying the ITE trip rates for nursing homes, Land Use Code #620, indicates 28 vehicle trips generated during the AM peak hour and 36 PM peak hour trips as shown in Table 3. Consequently, relative to the prior use of the site, the proposed project will generate fewer peak hour trips and as noted in the table, approximately 100 fewer trips on a daily basis. Table 3 Project Vehicle Trip Generation Time Period Trip Direction Prior Use (Nursing Home) Proposed Use (Housing) Net Change AM Peak Hour Entering 20 6 -14 Exiting 8 18 10 Total 28 24 -4 PM Peak Hour Entering 11 19 8 Exiting 25 12 -13 Total 36 31 -5 Daily Entering 250 202 -48 Exiting 250 202 -48 Total 500 404 -96 Assumes 163 nursing home beds (ITE Land Use Code #620) and 60 housing units (ITE Land Use Code #220). Forecasts based on ITE Trip Generation, 11th Edition. June 10, 2022 Page 10 of 24 Reference: 737 Bridge Road, Northampton, MA The ITE multifamily housing trip rates were compared to trip generation rates recorded at an existing low- income multifamily residential development in Amherst, Massachusetts. Counts done in March 2022 at the 43-unit Olympia Oaks development off from North Pleasant Street nearly match trip estimates using ITE trip rates. Consequently, the locally observed trip rates for low-income housing are consistent with the ITE rates for multifamily housing. Another local study was done to check the ITE trip rates for the nursing home use. Driveway counts were done over a 24-hour period on Tuesday, April 26, 2022, at the 123-bed Linda Manor nursing home in Leeds, Massachusetts. These counts and a summary table, attached, indicate trip rates somewhat higher than the ITE rates. The Linda Manor data suggests that the prior nursing home use at the subject site generated up to 600 daily vehicle trips compared to 400 trips for the housing use. As such, the above estimate of the net decrease in trips at the site due to the proposed change of use may be considered conservative. 3.2 Future Traffic Volumes Anticipated new site traffic was assigned to the roadway network in accordance with existing peak hour travel patterns and area land use patterns. The assumed trip distribution is provided in Table 4. As shown, 65 percent of the site traffic was assigned to Bridge Road east and west of the site. Peak hour traffic assignments assuming full use of the existing site driveways are shown in Figures 4 and 5 for the AM and PM commuter peak hours, respectively. Site traffic volumes were then combined with existing volumes to create the AM and PM "Build" traffic volume conditions shown in Figures 6 and 7, respectively. Table 4 Site Traffic Trip Distribution Direction (to/from) Roadway Percentage of Site Traffic North Hatfield Street North 15% South Hatfield Street South 15% Prospect Avenue 5% East Bridge Road 35% West Bridge Road 30% Total 100% June 10, 2022 Page 11 of 24 Reference: 737 Bridge Road, Northampton, MA Figure 4 AM Peak Hour Site Traffic Volumes Figure 5 PM Peak Hour Site Traffic Volumes Hatfield St↑0 ←3 0 1 0 ←0 ←2 Bridge Rd ↓1 ← ↓ → ↓2 ↓0 ←→1 ↑ ← ↑ →←→ 1 →3 2 1 →3 2 6 6 →0 0 1 ↓1 ↓1 ↓Site DrProspect Av↑5 0 2 ↓ → ↓3 Site Drive ↑ → 0 1 Hatfield StSITE Hatfield St↑0 ←2 1 2 0 ←1 ←7 Bridge Rd ↓2 ← ↓ → ↓7 ↓0 ←→1 ↑ ← ↑ →←→ 3 →2 1 1 →2 1 4 4 →1 0 3 ↓3 ↓1 ↓Site DrProspect Av↑3 0 5 ↓ → ↓2 Site Drive ↑ → 0 3 Hatfield StSITE June 10, 2022 Page 12 of 24 Reference: 737 Bridge Road, Northampton, MA Figure 6 AM Peak Hour Build Traffic Volumes Figure 7 PM Peak Hour Build Traffic Volumes June 10, 2022 Page 13 of 24 Reference: 737 Bridge Road, Northampton, MA 3.3 Traffic Increases Existing and Build condition traffic flow networks were compared to determine anticipated project-related traffic increases on key roadway segments. The results of this analysis are shown in Table 5. As shown, the proposed development will increase traffic volumes on the area roadway network by approximately one percent. Only one or two vehicles per hour are expected to be added to Prospect Avenue. Table 5 Site Traffic Increases Roadway Peak Hour Existing Traffic Site Traffic Build % Change Hatfield - North AM 586 4 590 0.7% PM 658 5 663 0.8% Hatfield – South (south of site drive) AM 368 4 372 1.1% PM 431 5 436 1.1% Bridge Road (west of Hatfield -South) AM 1,064 8 1,072 0.7% PM 1,279 10 1,289 0.8% Bridge Road (east of Prospect Ave) AM 878 8 886 0.9% PM 1,108 11 1,119 1.0% Prospect Ave (south of Bridge Rd) AM 99 1 100 1.0% PM 92 2 94 2.1% June 10, 2022 Page 14 of 24 Reference: 737 Bridge Road, Northampton, MA 3.4 Traffic Operations Traffic operations analyses were conducted to determine existing and future intersection operating levels of service. Intersection operating levels of service are described below. 3.4.1 Level of Service Level of service (LOS) is a term used to describe the quality of traffic flow on a roadway facility at a point in time. It is an aggregate measure of travel delay, speed, congestion, driver discomfort, convenience, and safety based on comparing roadway system capacity to roadway system travel demand. Operating levels of service are reported on a scale of A to F with A representing the best-operating conditions with little or no delay to motorists and F representing the worst-operating conditions with long delays and traffic demands sometimes exceeding roadway capacity. Procedures for calculating intersection operating levels of service are defined in the Highway Capacity Manual, published by the Transportation Research Board. The level of service for an intersection or a lane group is based on delay. Delays can be measured in the field or calculated as a function of several factors including traffic volume; peaking characteristic of the traffic flow; percentage of heavy vehicles in the traffic stream; the number of travel lanes and lane use; intersection approach grades; and pedestrian activity. The calculations also yield volume-to-capacity ratios for lane groups and the intersection overall. A volume-to-capacity ratio of 1.0 indicates that the lane group or the critical movements at the intersection are operating at theoretical capacity. The specific delay criteria applied per the 2010 Highway Capacity Manual to determine operating levels of service are summarized in Table 6. Table 6 Unsignalized Intersection Level of Service Criteria Level of Service1 Average Delay per Vehicle (Seconds) A ≤10.0 B 10.1 to 15.0 C 15.1 to 25.0 D 25.1 to 35.0 E 35.1 to 50.0 F1 >50.0 1Level of Service F is also assigned to individual lane groups if the volume-to-capacity ratio exceeds 1.0. June 10, 2022 Page 15 of 24 Reference: 737 Bridge Road, Northampton, MA 3.4.2 Intersection Operations The capacity analysis results for the study area intersections are presented in Tables 7, 8, and 9 below. Results are shown for two possible access conditions. In one case it is assumed that full access (left and right turns from both directions inbound and outbound) is permitted at both driveways. In the second case, it is assumed that the Bridge Road driveway is designed to accommodate right turns only. Left turns and through movements that would otherwise occur at this driveway, as shown in Figures 4 and 5, were reassigned to the roadway network to account for the turn restrictions. Analysis results are shown for the movements at each intersection that must yield to conflicting traffic movements and are therefore subject to traffic delay. These include vehicle movements from the stop-controlled side-street/driveway approaches and left turns from Bridge Road. Overall, intersection operating levels of service are not expected to change due to the addition of project-related traffic under either scenario. Table 7 provides results for the Hatfield Street South/Bridge Road intersection. Here the left turn from Bridge Road into Hatfield Street operates at LOS A during both peak hours under existing conditions. Traffic on the Hatfield Street northbound approach, most of which turns right, operates at LOS C during both peak hours under existing conditions. Delays on the northbound approach increased by two to four seconds due to the project with the greater delay increase expected with turn restrictions in place at the Bridge Road driveway. The turn restrictions at Bridge Road would increase the volume of left turns from Hatfield Street South onto Bridge Road westbound. Under either scenario, the delay increases do not change the level of service grade. The 95th percentile northbound vehicle queue on Hatfield Street reaches a maximum of 90 feet. This maximum queue was calculated for the PM peak hour with right-turn-only restrictions at the Bridge Road driveway. Table 8 provides results for the Hatfield Street North/Bridge Road/Site Driveway intersection. Here the Hatfield Street southbound approach to Bridge Road, which is also mostly comprised of right turns, operates at LOS C during the AM peak hour and LOS E during the PM peak hour under existing conditions. The long delays in the PM peak hour are a result of conflicts with a heavy westbound flow on Bridge Road. Under existing conditions, the left turn into Bridge Road operates at LOS A or B during peak hours. In the existing condition, there is no activity at the site, no volume on the site driveway, and consequently, no level of service results to report for the driveway. The addition of site traffic to the intersection will add delays of one to two seconds on the Hatfield Street southbound approach assuming turn restrictions are in place on the Bridge Road site driveway. With full site access permitted at this location, delays would increase by ten seconds during the PM peak hour, and the site driveway would operate with long delays in the LOS F range. Table 9 provides results for the Prospect Avenue/Bridge Road intersection. As noted above, Prospect Avenue volumes are much less than those recorded on the other side streets. As such, the Prospect Avenue approach operates at LOS B during the AM peak hour and LOS C during the PM peak hour under existing conditions. Delays and calculated levels of service for the intersection are essentially unchanged with the addition of site traffic. June 10, 2022 Page 16 of 24 Reference: 737 Bridge Road, Northampton, MA Table 7 Hatfield St South/Bridge Rd - Intersection Level of Service Results Peak Hour Movement(s) 2022 Existing Build w/Turn Restrictions at Bridge Rd Build w/Full Access at Bridge Rd LOS1 Delay2 V/C3 95th Queue4 LOS Delay V/C 95th Queue LOS Delay V/C 95th Queue AM Northbound (Hatfield) C 15.7 0.31 33 C 19.2 0.39 45 C 17.4 0.35 38 Westbound Left (Bridge) A 9.9 0.24 23 A 9.9 0.25 25 A 9.9 0.24 23 PM Northbound (Hatfield) C 20.6 0.52 73 C 24.5 0.58 90 C 22.5 0.55 80 Westbound Left (Bridge) A 9.9 0.22 20 B 10.0 0.23 23 A 10.0 0.22 23 1 LOS= Level of Service, 2 Delay = Average delay expressed in seconds per vehicle, 3 V/C = Volume-to-capacity ratio, 95th percentile vehicle queue in feet, 495th percentile vehicle queue in feet Table 8 Site Drive/Hatfield North/Bridge Rd - Intersection Level of Service Results Peak Hour Movement(s) 2022 Existing Build w/Turn Restrictions at Bridge Rd Build w/Full Access at Bridge Rd LOS1 Delay2 V/C3 95th Queue4 LOS Delay V/C 95th Queue LOS Delay V/C 95th Queue AM Southbound (Hatfield) C 17.8 0.56 88 C 18.3 0.58 90 C 18.3 0.57 90 Eastbound Left (Bridge) A 9.9 0.22 20 A 9.1 0.22 23 A 9.1 0.22 20 Northbound (Site Dr) N.A. N.A. N.A. N.A. B 11.4 0.01 0 F 51.4 0.13 10 PM Southbound (Hatfield) E 39.1 0.77 158 E 41.4 0.78 165 E 48.9 0.83 185 Eastbound Left (Bridge) B 11 0.39 48 B 11.1 0.40 48 B 11.1 0.39 48 Northbound (Site Dr) N.A. N.A. N.A. N.A. B 11.5 0.07 0 F >100 0.21 18 1 LOS= Level of Service, 2 Delay = Average delay expressed in seconds per vehicle, 3 V/C = Volume-to-capacity ratio, 495th percentile vehicle queue in feet June 10, 2022 Page 17 of 24 Reference: 737 Bridge Road, Northampton, MA N.A. – Not applicable. There is no existing volume on the site driveway. Table 9 Prospect Ave/Bridge Rd - Intersection Level of Service Results Peak Hour Movement(s) 2022 Existing Build w/Turn Restrictions at Bridge Rd Build w/Full Access at Bridge Rd LOS1 Delay2 V/C3 95th Queue4 LOS Delay V/C 95th Queue LOS Delay V/C 95th Queue AM Northbound (Prospect) B 14.5 0.11 10 B 14.6 0.11 10 B 14.6 0.11 10 Westbound Left/Thru (Bridge) A 8.5 0.03 3 A 8.5 0.03 3 A 8.5 0.03 3 PM Northbound (Prospect) C 17.3 0.16 15 C 17.8 0.17 15 C 17.8 0.17 15 Westbound Left/Thru (Bridge) A 8.6 0.03 3 A 8.6 0.03 3 A 8.6 0.03 3 1 LOS= Level of Service, 2 Delay = Average delay expressed in seconds per vehicle, 3 V/C = Volume-to-capacity ratio, 495th percentile vehicle queue in feet June 10, 2022 Page 18 of 24 Reference: 737 Bridge Road, Northampton, MA 4.0 SITE ACCESS The above traffic forecasts, operations analysis, and field observations were used to evaluate off-site access alternatives. In general, multiple driveways provide convenient site access and potentially reduce off-site impacts. Multiple driveways allow more direct access to the adjacent roadway system. Indirect access requires more travel and more turning movements on the adjacent roadway system. The subject site has existing driveways on Bridge Road and Hatfield Street South and frontage on a third road, Prospect Avenue. Of these three roadways, Bridge Road is the most heavily traveled. The short segment between Hatfield Street South and Hatfield Street North experiences the highest volume since it also carries north/south-oriented traffic between Hatfield Road South and Hatfield Street North. Left-turn lanes on Bridge Road help accommodate this left-turning traffic without blocking through traffic on Bridge Road. However, field observations indicate that the 80-feet westbound left-turn lane into Hatfield Street south and the 100-feet eastbound left-turn lane into Hatfield Street North sometimes fill to capacity. Consequently, minimizing traffic increases on this section of Bridge Road should be considered in selecting a preferred access plan. Access recommendations relative to the three roadways abutting the site are provided below. 4.1 Hatfield Street South Access There is an existing site driveway at Hatfield Road South meeting the roadway approximately 60 feet south of the stop bar on Hatfield Street South at Bridge Road. This driveway directly links to Route 9, Cooley Dickinson Hospital, downtown Northampton, and other points south, allowing site traffic to avoid Bridge Road. Site traffic oriented to the west can also use this access driveway to turn right onto Hatfield Road South and to turn left onto Bridge Road westbound. Consequently, a Hatfield Street South driveway should be maintained for the proposed residential project. However, this driveway is located too close to Bridge Road. Vehicle queues spilling back from the Stop sign on Hatfield Road South will extend 90 feet south under projected peak hour traffic conditions. As such, the driveway should be relocated at least 100 feet south of the stop bar. At the new location, vegetation should be cleared south of the driveway along the east side of Hatfield Road to create a clear sight triangle that meets American Association of State Highway and Transportation Officials (AASHTO) standards. Specifically, the sight triangle should extend from a point 14.5 feet east of the Hatfield Road travel way to a point in the center of the northbound travel lane at least 200 feet south of the driveway. This will allow for safe site access for travel speeds of 30 miles per hour, the posted speed limit, on Hatfield Street. 4.2 Bridge Road Access There is an existing site driveway at Bridge Road meeting the roadway approximately 70 feet west of Hatfield Street North. As such, this driveway is located on the busiest section of Bridge Road in the study area. Left-turns into or out of the site at this location would cross through the eastbound left-turn lane on Bridge Road to Hatfield Street North and could be blocked by vehicles queued in this lane. This condition would negatively impact traffic operations and safety. Consequently, the driveway should not remain in its current location. However, it is recommended that a driveway be provided at Bridge Road to minimize impacts to the local, residential streets, Hatfield Street South and Prospect Avenue. The Bridge Road driveway should be relocated to the east, aligned opposite Hatfield Street north, and reconfigured to limit June 10, 2022 Page 19 of 24 Reference: 737 Bridge Road, Northampton, MA movements from the site to right turns only. An existing painted center median on Bridge Road could be converted to a dedicated left-turn lane to serve traffic entering the site from the east as shown in Figure 8. The proposed realignment will allow for safer movements from the driveway and from Hatfield Street as it would improve drivers' ability on each approach to see one another. (Most traffic using Hatfield Street North turns right onto Bridge Road, so drivers typically look left before entering the intersection. As such, they may not see vehicles exiting the site by way of the existing drive which is located to their right.) The operations analysis presented above indicates that the existing high traffic volumes on Bridge Road would impose long delays (100 seconds or more per vehicle during peak hours) for traffic turning left or going straight when exiting the site. The proposed "right-turn-only" restriction for traffic exiting the site will address this concern. The driveway relocation would result in the removal of several mature trees on the property. Figure 8 Conceptual Bridge Road Access Plan June 10, 2022 Page 20 of 24 Reference: 737 Bridge Road, Northampton, MA 4.3 Prospect Avenue Access The project site has approximately 500 feet of frontage on Prospect Avenue, providing ample frontage to construct a new third driveway at the site. A new driveway would offer several conveniences. It would provide a second direct means of access to and from the south. It could also provide a second means of access to and from Bridge Road east of the site. However, Prospect Avenue is a relatively low-volume street and the use of the new driveway may be very limited for traffic oriented to the south. The driveway to Hatfield Street South, a busier street, can readily handle the site traffic oriented to the south. Relative to traffic oriented to the east on Bridge Road, there is no left-turn lane on Bridge Road westbound at Prospect Avenue that would allow traffic turning left into Prospect Avenue to queue out of the way of westbound through traffic on Bridge Road. Consequently, it is not recommended that a driveway be provided at Prospect Avenue. If the City chooses not to allow left-turns into the site at the Bridge Road driveway, then provision of a driveway at Prospect Avenue is recommended. This would allow traffic from the east to turn left from Bridge Road at Prospect Avenue and then right into the site from Prospect Avenue. This would allow traffic entering the site from the east to avoid the heavily traveled section of Bridge Road between Hatfield Street North and Hatfield Street South. This change would add two and seven vehicles to the AM and PM peak hour left-turn volumes, respectively, into Prospect Avenue from Bridge Road westbound. Bridge Road westbound is expected to operate at Level of Service A at this location as noted in Table 9 under Build, peak hour conditions. Operations would remain at a high level even with this traffic shift and the provision of a dedicated left-turn lane on Bridge Road would not be justified. If a driveway is constructed at Prospect Avenue it should be located opposite an existing side street, either Gleason Road or Allison Street, to provide the safest access condition and to avoid having vehicle headlights shining into residential homes when vehicles are exiting the site. 4.4 Access Summary The recommendations presented above indicate two viable site access plans. Option A, illustrated in Figure 9, would have site driveways at Hatfield Street South and Bridge Road with left-turns and through movements prohibited for exiting traffic from the Bridge Road driveway. However, option B, shown in Figure 10, would include the same access points shown in Option A, with a further restriction on the Bridge Road driveway. Left turns into the site would not be permitted at the Bridge Road driveway and a third driveway would be built at Prospect Avenue. Option A is the recommended plan as it appropriately directs more site traffic to the busiest street abutting the project site; however, it may be more costly to implement. Option B will also perform satisfactorily by directing more site traffic to a lower volume, primarily residential street. June 10, 2022 Page 21 of 24 Reference: 737 Bridge Road, Northampton, MA Figure 8 Site Access Option A June 10, 2022 Page 22 of 24 Reference: 737 Bridge Road, Northampton, MA Figure 9 Site Access Option B June 10, 2022 Page 23 of 24 Reference: 737 Bridge Road, Northampton, MA 5.0 PARKING Anticipated parking demands at the site were also determined based on ITE data. Parking Generation, 4th Edition published by the Institute of Transportation Engineers, 2010 was consulted. For multifamily housing, the average parking rate is 1.23 vehicles per dwelling unit. With 60 units proposed this would indicate a peak site parking demand of 74 vehicles. A limited parking survey at the Olympia Oaks low- income housing project referenced above indicates a much lower demand of only 1.0 spaces per parking unit. The applicant operates other low-income housing properties and reports low parking demands at these properties as well. City zoning requires 70 spaces at this site. Consequently, the provision of 70 spaces will likely meet the expected parking demand for the property. 6.0 CONCLUSIONS AND RECOMMENDATIONS The proposed project is not expected to significantly impact traffic operations on the area roadway system. It will add approximately 30 vehicle trips to the roadway system during the afternoon commuter peak hour, the busier of the two commuter peak hours. This is an estimated five to ten vehicle trip decrease relative to conditions when the nursing home at the site was in operation. The added volume will increase peak hour traffic delays at the study area intersections by only a few seconds per vehicle and not change intersection operating levels of service. The project is also expected to add only one or two peak-hour vehicle trips to Prospect Avenue. Relative to site access, conditions along the three roadways abutting the site were considered to identify two viable access plans. For each plan, the existing driveway on Hatfield Street South would be relocated to the south to provide greater separation from Bridge Road. Also, the Bridge Road driveway would be relocated to the east to align with Hatfield Street North. Finally, exiting movements at Bridge Road would be limited to only right turns. It is also recommended that left turns be permitted into the site directly from Bridge Road (Option A). If this movement is restricted, then a third driveway should be constructed at Prospect Avenue (Option B). For either option, the following actions are recommended to support safe and efficient site access. • Avoid installing plants, walls, fences, signage, or other elements above 2.5 feet in height proximate to the site driveways that would obstruct sight lines for entering and exiting traffic; • Install sidewalks along the site drives to facilitate pedestrian access to/from the site. June 10, 2022 Page 24 of 24 Reference: 737 Bridge Road, Northampton, MA We trust that the above adequately addresses transportation issues associated with the proposed development. We are available to meet with you and project stakeholders to address this investigation's comments or questions. Regards, Stantec Consulting Richard Bryant, PE Senior Associate Phone: (413) 387-4502 Cell: (802) 324-8454 Richard.Bryant@stantec.com rb u:\179450507\5_traffic\docs\report\2022-06-15_traffic study.docx ATTACHMENTS Traffic Count Data Stantec R. Bryant Date: Wednesday 3/23/2022 PDI Job # 228506 City, State: Northampton, MA Site Code: Location Map: 228506 Northampton, MA Client:Engineer: Precision Data Industries, LLC 157 Washington Street, Suite 2, Hudson, MA 01749 ph: 508-875-0100 email: datarequests@pdillc.com B C (3) 7-9am/ 4-6pm TMCs (3) 24HR Houston Radars A C A B Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 4801049081008100000074510125255 6900069189009000000086560142301 950009559500100000000118620180375 97000972870089000000124650189375 30901031083520036000000040223406361306 6801069110600107000000110530163339 77000773900093000000113570170340 53010542840086010010109560165306 74020762950097000000100620162335 27204027683750038301001043222806601320 581050586167270074301001083446201296 2626 99.1 0.0 0.9 0.0 2.2 97.8 0.0 0.0 0.0 100.0 0.0 0.0 0.0 64.4 35.6 0.0 22.1 0.0 0.2 0.0 22.3 0.6 27.7 0.0 0.0 28.3 0.0 0.0 0.0 0.0 0.0 0.0 31.8 17.6 0.0 49.4 479 839 0 1308 2626 557040561156840069901001081144801259 2520 95.9 0.0 80.0 0.0 95.7 93.8 94.1 0.0 0.0 94.1 0.0 100.0 0.0 0.0 100.0 0.0 97.2 97.0 0.0 97.1 96.0 464 815 0 1241 2520 240102514300440000002314037106 4.1 0.0 20.0 0.0 4.3 6.3 5.9 0.0 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 2.8 3.0 0.0 2.9 4.0 15 24 0 67 106 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 950009559500100000000118620180375 97000972870089000000124650189375 6801069110600107000000110530163339 77000773900093000000113570170340 337010338113780038900000046523707021429 99.7 0.0 0.3 0.0 2.8 97.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.2 33.8 0.0 0.869 0.000 0.250 0.000 0.871 0.550 0.892 0.000 0.000 0.909 0.000 0.000 0.000 0.000 0.000 0.000 0.938 0.912 0.000 0.929 0.953 318010319103540036400000045323106841367 94.4 0.0 100.0 0.0 94.4 90.9 93.7 0.0 0.0 93.6 0.0 0.0 0.0 0.0 0.0 0.0 97.4 97.5 0.0 97.4 95.7 1900019124002500000012601862 5.6 0.0 0.0 0.0 5.6 9.1 6.3 0.0 0.0 6.4 0.0 0.0 0.0 0.0 0.0 0.0 2.6 2.5 0.0 2.6 4.3 318010319103540036400000045323106841367 1900019124002500000012601862 337010338113780038900000046523707021429 241 454 0 672 1367 7 12 0 43 62 248 466 0 715 1429 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 228506 B N: Hatfield Street East S: Rehab Driveway E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars Rehab Driveway % Approach Total PHF Cars Enter Leg 8:00 AM 8:15 AM Heavy Vehicles % Total Volume 7:30 AM 7:45 AM Bridge Road from North 8:00 AM from East from West from South Hatfield Street East Bridge Road7:30 AM 8:45 AM Total Approach % Grand Total Bridge RoadRehab DrivewayHatfield Street East Bridge Road 7:45 AM from North from East from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 4601047080008000000073460119246 6800068184008500000081550136289 88000884890093000000116610177358 93000932830085000000121620183361 29501029673360034300000039122406151254 6301064110100102000000107530160326 74000743810084000000109550164322 52000522760078010010105550160291 7302075290009200000099610160327 26203026583480035601001042022406441266 557040561156840069901001081144801259 2520 99.3 0.0 0.7 0.0 2.1 97.9 0.0 0.0 0.0 100.0 0.0 0.0 0.0 64.4 35.6 0.0 22.1 0.0 0.2 0.0 22.3 0.6 27.1 0.0 0.0 27.7 0.0 0.0 0.0 0.0 0.0 0.0 32.2 17.8 0.0 50.0 464 815 0 1241 2520 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 88000884890093000000116610177358 93000932830085000000121620183361 6301064110100102000000107530160326 74000743810084000000109550164322 318010319103540036400000045323106841367 99.7 0.0 0.3 0.0 2.7 97.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.2 33.8 0.0 0.855 0.000 0.250 0.000 0.858 0.625 0.876 0.000 0.000 0.892 0.000 0.000 0.000 0.000 0.000 0.000 0.936 0.931 0.000 0.934 0.947 318010319103540036400000045323106841367 241 454 0 672 1367 560 818 0 1356 2734 from North from East from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:30 AM 7:45 AM 8:00 AM from East from South from West Bridge Road Rehab Driveway Bridge RoadHatfield Street East 8:00 AM 228506 B N: Hatfield Street East S: Rehab Driveway E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Bridge RoadRehab DrivewayHatfield Street East Cars PDI File #: Location: Location: City, State: Bridge Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:30 AM from North % Approach Total Total Total 8:15 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 200020100100000015069 1000105005000000510612 7000716007000000210317 4000404004000000330614 14000141160017000000111002152 5000505005000000300313 3000309009000000420618 1010208008000000410515 100010500500000011028 1001011027002700000012401654 240102514300440000002314037106 96.0 0.0 4.0 0.0 2.3 97.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62.2 37.8 0.0 22.6 0.0 0.9 0.0 23.6 0.9 40.6 0.0 0.0 41.5 0.0 0.0 0.0 0.0 0.0 0.0 21.7 13.2 0.0 34.9 15 24 0 67 106 301041900100000006501125 12.5 0.0 100.0 0.0 16.0 100.0 20.9 0.0 0.0 22.7 0.0 0.0 0.0 0.0 0.0 0.0 26.1 35.7 0.0 29.7 23.6 6701225 1300013026002600000012802059 54.2 0.0 0.0 0.0 52.0 0.0 60.5 0.0 0.0 59.1 0.0 0.0 0.0 0.0 0.0 0.0 52.2 57.1 0.0 54.1 55.7 8 12 0 39 59 8000808008000000510622 33.3 0.0 0.0 0.0 32.0 0.0 18.6 0.0 0.0 18.2 0.0 0.0 0.0 0.0 0.0 0.0 21.7 7.1 0.0 16.2 20.8 1501622 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 7000716007000000210317 4000404004000000330614 5000505005000000300313 3000309009000000420618 1900019124002500000012601862 100.0 0.0 0.0 0.0 4.0 96.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 33.3 0.0 0.679 0.000 0.000 0.000 0.679 0.250 0.667 0.000 0.000 0.694 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.500 0.000 0.750 0.861 2000215006000000520715 10.5 0.0 0.0 0.0 10.5 100.0 20.8 0.0 0.0 24.0 0.0 0.0 0.0 0.0 0.0 0.0 41.7 33.3 0.0 38.9 24.2 11000110150015000000430733 57.9 0.0 0.0 0.0 57.9 0.0 62.5 0.0 0.0 60.0 0.0 0.0 0.0 0.0 0.0 0.0 33.3 50.0 0.0 38.9 53.2 6000604004000000310414 31.6 0.0 0.0 0.0 31.6 0.0 16.7 0.0 0.0 16.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 16.7 0.0 22.2 22.6 2000215006000000520715 11000110150015000000430733 6000604004000000310414 1900019124002500000012601862 350715 3 4 0 26 33 1301014 7 12 0 43 62 Total PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Hatfield Street East Bridge Road Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Count Date:Wednesday, March 23, 2022 Start Time: Bridge Road from East from South from West Rehab Driveway from North 7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single‐Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single‐Unit Trucks 7:30 AM Hatfield Street East Bridge Road Rehab Driveway Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 7:30 AM from North from East from South 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total PHF from West Articulated % Buses Single‐Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single‐Unit Trucks Single‐Unit % Articulated Trucks Buses Single‐Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 100010000000000002023 000000300300000011025 000001000100000000001 000000100100000011023 1000114005000000240612 200020200200000020026 000000200200000021035 001010000000000000001 000000100100000000001 2010305005000000410513 301041900100000006501125 75.0 0.0 25.0 0.0 10.0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.5 45.5 0.0 12.0 0.0 4.0 0.0 16.0 4.0 36.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 0.0 24.0 20.0 0.0 44.0 6701225 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000300300000011025 000001000100000000001 000000100100000011023 200020200200000020026 2000216007000000420615 100.0 0.0 0.0 0.0 14.3 85.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 33.3 0.0 0.250 0.000 0.000 0.000 0.250 0.250 0.500 0.000 0.000 0.583 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.500 0.000 0.750 0.625 2000216007000000420615 340815 5 11 0 14 30 from North from East from South from West PHF Entering Leg Exiting Leg Total 7:15 AM 7:30 AM 7:45 AM 8:00 AM Total Volume % Approach Total from South from West Total Rehab Driveway Bridge Road from North from East Exiting Leg Total 7:15 AM Hatfield Street East Bridge Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Hatfield Street East Bridge Road Rehab Driveway Bridge Road End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 100010100100000013046 000000200200000040046 200020500500000011029 300030200200000012038 6000601000100000007601329 300030300300000010017 300030500500000010019 000000500500000021038 100010300300000011026 700070160016000000520730 1300013026002600000012802059 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 60.0 40.0 0.0 22.0 0.0 0.0 0.0 22.0 0.0 44.1 0.0 0.0 44.1 0.0 0.0 0.0 0.0 0.0 0.0 20.3 13.6 0.0 33.9 8 12 0 39 59 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 200020500500000011029 300030200200000012038 300030300300000010017 300030500500000010019 11000110150015000000430733 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 57.1 42.9 0.0 0.917 0.000 0.000 0.000 0.917 0.000 0.750 0.000 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 1.000 0.375 0.000 0.583 0.917 11000110150015000000430733 3402633 14 19 0 33 66 from North from East from South from West PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Single‐Unit Trucks Hatfield Street East Bridge Road Rehab Driveway Bridge Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:30 AM Hatfield Street East Bridge Road Grand Total Approach % Total % from South from West Total Rehab Driveway Bridge Road from North from East PHF Entering Leg Exiting Leg Total 7:30 AM 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000000000000000000 100010000000000000001 500050100100000010017 100010100100000010013 7000702002000000200211 000000000000000000000 000000200200000011024 100010300300000020026 000000100100000000001 1000106006000000310411 8000808008000000510622 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 83.3 16.7 0.0 36.4 0.0 0.0 0.0 36.4 0.0 36.4 0.0 0.0 36.4 0.0 0.0 0.0 0.0 0.0 0.0 22.7 4.5 0.0 27.3 1501622 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 500050100100000010017 100010100100000010013 000000000000000000000 000000200200000011024 6000604004000000310414 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 25.0 0.0 0.300 0.000 0.000 0.000 0.300 0.000 0.500 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.250 0.000 0.500 0.500 6000604004000000310414 1301014 7701428 from North from East from South from West PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Articulated Trucks Hatfield Street East Bridge Road Rehab Driveway Bridge Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:30 AM Hatfield Street East Bridge Road Grand Total Approach % Total % from South from West Total Rehab Driveway Bridge Road from North from East PHF Entering Leg Exiting Leg Total 7:30 AM 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 1000001000000000000000000000 1 1000001000000000000000000000 1 0000000000000000000000000000 0 0000000000000000000000000000 0 2000002000000000000000000000 2 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000010001 1 0000000000000000000000010001 1 2000002000000000000000010001 3 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 66.7 0.0 0.0 0.0 0.0 0.0 66.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 0.0 33.3 10023 Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 1000001000000000000000000000 1 1000001000000000000000000000 1 0000000000000000000000000000 0 0000000000000000000000000000 0 2000002000000000000000000000 2 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.500 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 2000002000000000000000000000 2 00022 20024 from North from East from South from West Class: 228506 B N: Hatfield Street East S: Rehab Driveway E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM from North from East from South 7:00 AM Hatfield Street East Bridge Road Rehab Driveway Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Hatfield Street East Bridge Road Rehab Driveway Total Bridge Road Bridge Road Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 000000 000000 000000 000000 0000000000000000000000000000 00000 Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000000000000000000 0 00000 00000 from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 228506 B N: Hatfield Street East S: Rehab Driveway E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Hatfield Street East Bridge Road Rehab Driveway Total Bridge Road from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Bridge Road from North from East from South 7:00 AM Hatfield Street East Bridge Road Rehab Driveway 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 7602078415200156000000121840205439 7001071113200133001011136950232437 6403067515000155000000139870226448 650106621400014200101195980194403 275070282125740058600202249136408571727 800218331360013900000099730172394 6501066215000152000000104530157375 6502067113900140000000104410145352 590016041550015900000076350111330 269052276105800059000000038320205851451 544 0 12 2 558 22 1154 0 0 1176 00202287456601442 3178 97.5 0.0 2.2 0.4 1.9 98.1 0.0 0.0 0.0 0.0 100.0 0.0 0.1 60.6 39.3 0.0 17.1 0.0 0.4 0.1 17.6 0.7 36.3 0.0 0.0 37.0 0.0 0.0 0.1 0.0 0.1 0.1 27.5 17.8 0.0 45.4 590 886 2 1700 3178 539 0 11 2 552 22 1140 0 0 1162 00202286255701421 3137 99.1 0.0 91.7 100.0 98.9 100.0 98.8 0.0 0.0 98.8 0.0 0.0 100.0 0.0 100.0 100.0 98.6 98.4 0.0 98.5 98.7 581 873 2 1681 3137 50106014001400000012902141 0.9 0.0 8.3 0.0 1.1 0.0 1.2 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.6 0.0 1.5 1.3 9 13 0 19 41 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 7602078415200156000000121840205439 7001071113200133001011136950232437 6403067515000155000000139870226448 650106621400014200101195980194403 275070282125740058600202249136408571727 97.5 0.0 2.5 0.0 2.0 98.0 0.0 0.0 0.0 0.0 100.0 0.0 0.2 57.3 42.5 0.0 0.905 0.000 0.583 0.000 0.904 0.600 0.944 0.000 0.000 0.939 0.000 0.000 0.500 0.000 0.500 0.500 0.883 0.929 0.000 0.923 0.964 273070280125650057700202248535608431702 99.3 0.0 100.0 0.0 99.3 100.0 98.4 0.0 0.0 98.5 0.0 0.0 100.0 0.0 100.0 100.0 98.8 97.8 0.0 98.4 98.6 20002090090000006801425 0.7 0.0 0.0 0.0 0.7 0.0 1.6 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 1.2 2.2 0.0 1.6 1.4 273070280125650057700202248535608431702 20002090090000006801425 275070282125740058600202249136408571727 368 492 2 840 1702 8 6 0 11 25 376 498 2 851 1727 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Cars and Heavy Vehicles (Combined) Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hatfield Street East Bridge Road Rehab Driveway Bridge Road Total Volume % Approach Total PHF Cars Total 4:00 PM 4:15 PM 4:30 PM from North from East from South from West 4:45 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 7502077414900153000000120820202432 6901070113200133001011135910227431 6403067515000155000000136850221443 650106621340013600101194980193396 273070280125650057700202248535608431702 800118231340013700000098730171390 6401065214900151000000104520156372 6402066113800139000000100410141346 580015941540015800000075350110327 266042272105750058500000037720105781435 539 0 11 2 552 22 1140 0 0 1162 00202286255701421 3137 97.6 0.0 2.0 0.4 1.9 98.1 0.0 0.0 0.0 0.0 100.0 0.0 0.1 60.7 39.2 0.0 17.2 0.0 0.4 0.1 17.6 0.7 36.3 0.0 0.0 37.0 0.0 0.0 0.1 0.0 0.1 0.1 27.5 17.8 0.0 45.3 581 873 2 1681 3137 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 7502077414900153000000120820202432 6901070113200133001011135910227431 6403067515000155000000136850221443 650106621340013600101194980193396 273070280125650057700202248535608431702 97.5 0.0 2.5 0.0 2.1 97.9 0.0 0.0 0.0 0.0 100.0 0.0 0.2 57.5 42.2 0.0 0.910 0.000 0.583 0.000 0.909 0.600 0.942 0.000 0.000 0.931 0.000 0.000 0.500 0.000 0.500 0.500 0.892 0.908 0.000 0.928 0.960 273070280125650057700202248535608431702 368 492 2 840 1702 648 1069 4 1683 3404 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Cars Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hatfield Street East Bridge Road from West Total 4:00 PM Rehab Driveway Bridge Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 100010300300000012037 100010000000000014056 000000000000000032055 000000600600000010017 20002090090000006801425 001010200200000010014 100010100100000001013 100010100100000040046 100010100100000010013 3010405005000000610716 50106014001400000012902141 83.3 0.0 16.7 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 57.1 42.9 0.0 12.2 0.0 2.4 0.0 14.6 0.0 34.1 0.0 0.0 34.1 0.0 0.0 0.0 0.0 0.0 0.0 29.3 22.0 0.0 51.2 9 13 0 19 41 1000104004000000500510 20.0 0.0 0.0 0.0 16.7 0.0 28.6 0.0 0.0 28.6 0.0 0.0 0.0 0.0 0.0 0.0 41.7 0.0 0.0 23.8 24.4 050510 30104070070000007501223 60.0 0.0 100.0 0.0 66.7 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 58.3 55.6 0.0 57.1 56.1 5801023 100010300300000004048 20.0 0.0 0.0 0.0 16.7 0.0 21.4 0.0 0.0 21.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 44.4 0.0 19.0 19.5 40048 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 100010300300000012037 100010000000000014056 000000000000000032055 000000600600000010017 20002090090000006801425 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 42.9 57.1 0.0 0.500 0.000 0.000 0.000 0.500 0.000 0.375 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.500 0.000 0.700 0.893 100010300300000030037 50.0 0.0 0.0 0.0 50.0 0.0 33.3 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 21.4 28.0 0000005005000000340712 0.0 0.0 0.0 0.0 0.0 0.0 55.6 0.0 0.0 55.6 0.0 0.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 48.0 100010100100000004046 50.0 0.0 0.0 0.0 50.0 0.0 11.1 0.0 0.0 11.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 28.6 24.0 100010300300000030037 0000005005000000340712 100010100100000004046 20002090090000006801425 03047 4 30512 40026 8601125 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single‐Unit Trucks % Single‐Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hatfield Street East Bridge Road Rehab Driveway Bridge Road Total Volume % Approach Total PHF Buses Buses % Total 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from East from South from West Articulated Trucks Total Exiting Leg Single‐Unit Trucks Articulated Trucks Total Entering Leg Buses Single‐Unit Trucks Single‐Unit Trucks Single‐Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000100100000010012 100010000000000010012 000000000000000000000 000000200200000010013 100010300300000030037 000000000000000010011 000000000000000000000 000000000000000010011 000000100100000000001 000000100100000020023 1000104004000000500510 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 10.0 0.0 0.0 0.0 10.0 0.0 40.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 050510 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000100100000010012 100010000000000010012 000000000000000000000 000000200200000010013 100010300300000030037 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.250 0.000 0.000 0.000 0.250 0.000 0.375 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.000 0.000 0.750 0.583 100010300300000030037 03047 160714 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Buses Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hatfield Street East Bridge Road from West Total 4:00 PM Rehab Driveway Bridge Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000200200000002024 000000000000000001011 000000000000000031044 000000300300000000003 0000005005000000340712 001010100100000000002 100010000000000001012 100010100100000030035 100010000000000010012 3010402002000000410511 30104070070000007501223 75.0 0.0 25.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 58.3 41.7 0.0 13.0 0.0 4.3 0.0 17.4 0.0 30.4 0.0 0.0 30.4 0.0 0.0 0.0 0.0 0.0 0.0 30.4 21.7 0.0 52.2 5801023 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000200200000002024 000000000000000001011 000000000000000031044 000000300300000000003 0000005005000000340712 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 42.9 57.1 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.417 0.000 0.000 0.417 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.500 0.000 0.438 0.750 0000005005000000340712 430512 4801224 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Single‐Unit Trucks Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hatfield Street East Bridge Road from West Total 4:00 PM Rehab Driveway Bridge Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 100010000000000000001 000000000000000003033 000000000000000001011 000000100100000000001 100010100100000004046 000000100100000000001 000000100100000000001 000000000000000000000 000000000000000000000 000000200200000000002 100010300300000004048 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 12.5 0.0 0.0 0.0 12.5 0.0 37.5 0.0 0.0 37.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 50.0 40048 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 100010000000000000001 000000000000000003033 000000000000000001011 000000100100000000001 100010100100000004046 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.250 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.333 0.500 100010100100000004046 40026 510612 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Articulated Trucks Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hatfield Street East Bridge Road from West Total 4:00 PM Rehab Driveway Bridge Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000100000101000010000000 2 0000000100000101000010000000 2 0000000100000101000010000000 2 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 50.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20002 Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000100000101000010000000 2 0000000100000101000010000000 2 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000100000101000010000000 2 20002 21104 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Bicycles (on Roadway and Crosswalks) Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 5:00 PM 5:15 PM Bridge Road from North from East from South 5:00 PM Hatfield Street East Bridge Road Rehab Driveway Entering Leg Exiting Leg Total 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000000 0 0000011000000000000000000011 2 0000000000000000000000000000 0 0000000000000000000000000000 0 0000011000000000000000000011 2 0000011000000000000000000022 3 00000100 000000 000000 00000100 0000033.3 33.3 000000000000000000066.7 66.7 10023 Right Thru Left U‐Turn CW‐EB CW‐WB Total Right Thru Left U‐Turn CW‐SB CW‐NB Total Right Thru Left U‐Turn CW‐WB CW‐EB Total Right Thru Left U‐Turn CW‐NB CW‐SB Total 0000000000000000000000000011 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000011000000000000000000011 2 0000011000000000000000000022 3 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.500 0.375 0000011000000000000000000022 3 10023 20046 PDI File #:228506 B Location:N: Hatfield Street East S: Rehab Driveway Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Pedestrians Hatfield Street East Bridge Road Rehab Driveway Bridge Road from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:30 PM 4:45 PM Bridge Road from North from East from South 4:30 PM Hatfield Street East Bridge Road Rehab Driveway Entering Leg Exiting Leg Total 5:00 PM 5:15 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 81 49 0 130 29 0 0 29 2 98 0 100 259 108 49 0 157 29 0 0 29 0 111 0 111 297 129 62 0 191 46 0 0 46 2 135 0 137 374 125 58 0 183 37 0 0 37 2 152 0 154 374 443 218 0 661 141 0 0 141 6 496 0 502 1304 117 57 0 174 35 0 0 35 2 129 0 131 340 123 44 0 167 22 1 0 23 0 147 0 147 337 90 45 0 135 37 0 0 37 2 127 0 129 301 101 70 0 171 42 0 0 42 1 120 0 121 334 431 216 0 647 136 1 0 137 5 523 0 528 1312 874 434 0 1308 277 1 0 278 11 1019 0 1030 2616 66.8 33.2 0.0 99.6 0.4 0.0 1.1 98.9 0.0 33.4 16.6 0.0 50.0 10.6 0.0 0.0 10.6 0.4 39.0 0.0 39.4 1296 445 875 2616 834 416 0 1250 268 1 0 269 9 992 0 1001 2520 95.4 95.9 0.0 95.6 96.8 100.0 0.0 96.8 81.8 97.4 0.0 97.2 96.3 1260 425 835 2520 4018058900922702996 4.6 4.1 0.0 4.4 3.2 0.0 0.0 3.2 18.2 2.6 0.0 2.8 3.7 36 20 40 96 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 129 62 0 191 46 0 0 46 2 135 0 137 374 125 58 0 183 37 0 0 37 2 152 0 154 374 117 57 0 174 35 0 0 35 2 129 0 131 340 123 44 0 167 22 1 0 23 0 147 0 147 337 494 221 0 715 140 1 0 141 6 563 0 569 1425 69.1 30.9 0.0 99.3 0.7 0.0 1.1 98.9 0.0 0.957 0.891 0.000 0.936 0.761 0.250 0.000 0.766 0.750 0.926 0.000 0.924 0.953 468 210 0 678 138 1 0 139 6 549 0 555 1372 94.7 95.0 0.0 94.8 98.6 100.0 0.0 98.6 100.0 97.5 0.0 97.5 96.3 2611037200201401453 5.3 5.0 0.0 5.2 1.4 0.0 0.0 1.4 0.0 2.5 0.0 2.5 3.7 468 210 0 678 138 1 0 139 6 549 0 555 1372 2611037200201401453 494 221 0 715 140 1 0 141 6 563 0 569 1425 687 216 469 1372 16 11 26 53 703 227 495 1425 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 228506 A S: Hatfield Street West E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars Hatfield Street West % Approach Total PHF Cars Enter Leg 8:00 AM 8:15 AM Heavy Vehicles % Total Volume 7:30 AM 7:45 AM Bridge Road 8:00 AM from East from West from South Bridge Road7:30 AM 8:45 AM Total Approach % Grand Total Bridge RoadHatfield Street WestBridge Road 7:45 AM from East from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 78 49 0 127 28 0 0 28 2 93 0 95 250 105 47 0 152 27 0 0 27 0 107 0 107 286 124 57 0 181 45 0 0 45 2 134 0 136 362 121 56 0 177 37 0 0 37 2 146 0 148 362 428 209 0 637 137 0 0 137 6 480 0 486 1260 110 54 0 164 35 0 0 35 2 127 0 129 328 113 43 0 156 21 1 0 22 0 142 0 142 320 86 41 0 127 36 0 0 36 1 123 0 124 287 97 69 0 166 39 0 0 39 0 120 0 120 325 406 207 0 613 131 1 0 132 3 512 0 515 1260 834 416 0 1250 268 1 0 269 9 992 0 1001 2520 66.7 33.3 0.0 99.6 0.4 0.0 0.9 99.1 0.0 33.1 16.5 0.0 49.6 10.6 0.0 0.0 10.7 0.4 39.4 0.0 39.7 1260 425 835 2520 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 124 57 0 181 45 0 0 45 2 134 0 136 362 121 56 0 177 37 0 0 37 2 146 0 148 362 110 54 0 164 35 0 0 35 2 127 0 129 328 113 43 0 156 21 1 0 22 0 142 0 142 320 468 210 0 678 138 1 0 139 6 549 0 555 1372 69.0 31.0 0.0 99.3 0.7 0.0 1.1 98.9 0.0 0.944 0.921 0.000 0.936 0.767 0.250 0.000 0.772 0.750 0.940 0.000 0.938 0.948 468 210 0 678 138 1 0 139 6 549 0 555 1372 687 216 469 1372 1365 355 1024 2744 from East from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:30 AM 7:45 AM 8:00 AM from East from South from West Bridge Road Hatfield Street West Bridge Road 8:00 AM 228506 A S: Hatfield Street West E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Bridge RoadHatfield Street West Cars PDI File #: Location: Location: City, State: Bridge Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:30 AM % Approach Total Total Total 8:15 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 3003100105059 32052002040411 550101001010112 42060000060612 159024400401601644 730100000020212 1010111001050517 44081001140514 4105300310019 259034500521101352 4018058900922702996 69.0 31.0 0.0 100.0 0.0 0.0 6.9 93.1 0.0 41.7 18.8 0.0 60.4 9.4 0.0 0.0 9.4 2.1 28.1 0.0 30.2 36 20 40 96 102012100111001124 25.0 11.1 0.0 20.7 11.1 0.0 0.0 11.1 50.0 37.0 0.0 37.9 25.0 11 3 10 24 2312035500511401555 57.5 66.7 0.0 60.3 55.6 0.0 0.0 55.6 50.0 51.9 0.0 51.7 57.3 19 13 23 55 740113003030317 17.5 22.2 0.0 19.0 33.3 0.0 0.0 33.3 0.0 11.1 0.0 10.3 17.7 64717 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 42060000060612 730100000020212 1010111001050517 44081001140514 2510035200211701855 71.4 28.6 0.0 100.0 0.0 0.0 5.6 94.4 0.0 0.625 0.625 0.000 0.795 0.500 0.000 0.000 0.500 0.250 0.708 0.000 0.750 0.809 61070000170815 24.0 10.0 0.0 20.0 0.0 0.0 0.0 0.0 100.0 41.2 0.0 44.4 27.3 1370200000070727 52.0 70.0 0.0 57.1 0.0 0.0 0.0 0.0 0.0 41.2 0.0 38.9 49.1 62082002030313 24.0 20.0 0.0 22.9 100.0 0.0 0.0 100.0 0.0 17.6 0.0 16.7 23.6 61070000170815 1370200000070727 62082002030313 2510035200211701855 72615 7 7 13 27 52613 19 11 25 55 Total PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Bridge Road Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Count Date:Wednesday, March 23, 2022 Start Time: Bridge Road from East from South from West Hatfield Street West 7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single‐Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single‐Unit Trucks 7:45 AM Bridge Road Hatfield Street West Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 7:45 AM from East from South 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total PHF from West Articulated % Buses Single‐Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single‐Unit Trucks Single‐Unit % Articulated Trucks Buses Single‐Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000002023 2103100101015 0000000000000 0101000002023 32051001050511 4004000002026 2002000003035 0000000010011 1001000000001 70070000150613 102012100111001124 83.3 16.7 0.0 100.0 0.0 0.0 9.1 90.9 0.0 41.7 8.3 0.0 50.0 4.2 0.0 0.0 4.2 4.2 41.7 0.0 45.8 11 3 10 24 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0101000002023 4004000002026 2002000003035 0000000010011 61070000170815 85.7 14.3 0.0 0.0 0.0 0.0 12.5 87.5 0.0 0.375 0.250 0.000 0.438 0.000 0.000 0.000 0.000 0.250 0.583 0.000 0.667 0.625 61070000170815 72615 14 2 14 30 from East from South from West PHF Entering Leg Exiting Leg Total 7:45 AM 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total from South from West Total Hatfield Street West Bridge Road from East Exiting Leg Total 7:45 AM Bridge Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Bridge Road Hatfield Street West Bridge Road End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 2002100103036 1102100103036 5308000001019 2103000003036 105015200201001027 3306000000006 6107000001018 2204000003037 2103300310017 1370203003140528 2312035500511401555 65.7 34.3 0.0 100.0 0.0 0.0 6.7 93.3 0.0 41.8 21.8 0.0 63.6 9.1 0.0 0.0 9.1 1.8 25.5 0.0 27.3 19 13 23 55 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 5308000001019 2103000003036 3306000000006 6107000001018 1680240000050529 66.7 33.3 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.667 0.667 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.417 0.000 0.417 0.806 1680240000050529 5 8 16 29 29 8 21 58 from East from South from West PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Single‐Unit Trucks Bridge Road Hatfield Street West Bridge Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:30 AM Bridge Road Grand Total Approach % Total % from South from West Total Hatfield Street West Bridge Road from East PHF Entering Leg Exiting Leg Total 7:30 AM 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0000000000000 0000000000000 0202100100003 2002000001013 2204100101016 0000000000000 2002100101014 2204100101016 1001000000001 52072002020211 740113003030317 63.6 36.4 0.0 100.0 0.0 0.0 0.0 100.0 0.0 41.2 23.5 0.0 64.7 17.6 0.0 0.0 17.6 0.0 17.6 0.0 17.6 64717 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 2002000001013 0000000000000 2002100101014 2204100101016 62082002030313 75.0 25.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.750 0.250 0.000 0.500 0.500 0.000 0.000 0.500 0.000 0.750 0.000 0.750 0.542 62082002030313 52613 13 4 9 26 from East from South from West PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Articulated Trucks Bridge Road Hatfield Street West Bridge Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:45 AM Bridge Road Grand Total Approach % Total % from South from West Total Hatfield Street West Bridge Road from East PHF Entering Leg Exiting Leg Total 7:45 AM 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0100010000000000001 0100010000000000001 0000000000000000000 0000000000000000000 0200020000000000002 0000000000000000000 0000000000000000000 0000000000000000000 0000001000010000001 0000001000010000001 0200021000010000003 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 0.0 0.0 0.0 66.7 33.3 0.0 0.0 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 1203 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0100010000000000001 0100010000000000001 0000000000000000000 0000000000000000000 0200020000000000002 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.500 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0200020000000000002 0202 2204 from East from South from West Class: 228506 A S: Hatfield Street West E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM from East from South 7:00 AM Bridge Road Hatfield Street West Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Bridge Road Hatfield Street West Total Bridge Road Bridge Road Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000000000000 0000000001010000001 0000000000000000000 0000000000000000000 0000000001010000001 0000000001120000002 00000 0005050 00000 0000000005050100000000 0202 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000000110000001 0101 0202 from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 228506 A S: Hatfield Street West E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Bridge Road Hatfield Street West Total Bridge Road from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Bridge Road from East from South 7:00 AM Bridge Road Hatfield Street West 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 174 52 0 226 50 0 0 50 0 152 0 152 428 155 48 0 203 67 0 0 67 1 161 0 162 432 174 39 0 213 58 0 0 58 0 174 0 174 445 149 59 0 208 57 0 0 57 0 139 0 139 404 652 198 0 850 232 0 0 232 1 626 0 627 1709 161 56 0 217 55 0 0 55 0 120 0 120 392 155 57 0 212 42 1 0 43 1 114 0 115 370 150 54 0 204 35 0 0 35 2 104 0 106 345 157 62 0 219 33 0 0 33 1 79 0 80 332 623 229 0 852 165 1 0 166 4 417 0 421 1439 1275 427 0 1702 397 1 0 398 5 1043 0 1048 3148 74.9 25.1 0.0 99.7 0.3 0.0 0.5 99.5 0.0 40.5 13.6 0.0 54.1 12.6 0.0 0.0 12.6 0.2 33.1 0.0 33.3 1440 432 1276 3148 1258 424 0 1682 391 1 0 392 5 1029 0 1034 3108 98.7 99.3 0.0 98.8 98.5 100.0 0.0 98.5 100.0 98.7 0.0 98.7 98.7 1420 429 1259 3108 173020600601401440 1.3 0.7 0.0 1.2 1.5 0.0 0.0 1.5 0.0 1.3 0.0 1.3 1.3 20 3 17 40 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 174 52 0 226 50 0 0 50 0 152 0 152 428 155 48 0 203 67 0 0 67 1 161 0 162 432 174 39 0 213 58 0 0 58 0 174 0 174 445 149 59 0 208 57 0 0 57 0 139 0 139 404 652 198 0 850 232 0 0 232 1 626 0 627 1709 76.7 23.3 0.0 100.0 0.0 0.0 0.2 99.8 0.0 0.937 0.839 0.000 0.940 0.866 0.000 0.000 0.866 0.250 0.899 0.000 0.901 0.960 643 196 0 839 227 0 0 227 1 618 0 619 1685 98.6 99.0 0.0 98.7 97.8 0.0 0.0 97.8 100.0 98.7 0.0 98.7 98.6 920115005080824 1.4 1.0 0.0 1.3 2.2 0.0 0.0 2.2 0.0 1.3 0.0 1.3 1.4 643 196 0 839 227 0 0 227 1 618 0 619 1685 920115005080824 652 198 0 850 232 0 0 232 1 626 0 627 1709 845 197 643 1685 13 2 9 24 858 199 652 1709 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Cars and Heavy Vehicles (Combined) Bridge Road Hatfield Street West Bridge Road from East from South from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road Hatfield Street West Bridge Road Total Volume % Approach Total PHF Cars Total 4:00 PM 4:15 PM 4:30 PM from East from South from West 4:45 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 171 51 0 222 49 0 0 49 0 150 0 150 421 154 48 0 202 67 0 0 67 1 157 0 158 427 174 39 0 213 55 0 0 55 0 172 0 172 440 144 58 0 202 56 0 0 56 0 139 0 139 397 643 196 0 839 227 0 0 227 1 618 0 619 1685 158 56 0 214 54 0 0 54 0 120 0 120 388 153 57 0 210 42 1 0 43 1 113 0 114 367 149 53 0 202 35 0 0 35 2 100 0 102 339 155 62 0 217 33 0 0 33 1 78 0 79 329 615 228 0 843 164 1 0 165 4 411 0 415 1423 1258 424 0 1682 391 1 0 392 5 1029 0 1034 3108 74.8 25.2 0.0 99.7 0.3 0.0 0.5 99.5 0.0 40.5 13.6 0.0 54.1 12.6 0.0 0.0 12.6 0.2 33.1 0.0 33.3 1420 429 1259 3108 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 171 51 0 222 49 0 0 49 0 150 0 150 421 154 48 0 202 67 0 0 67 1 157 0 158 427 174 39 0 213 55 0 0 55 0 172 0 172 440 144 58 0 202 56 0 0 56 0 139 0 139 397 643 196 0 839 227 0 0 227 1 618 0 619 1685 76.6 23.4 0.0 100.0 0.0 0.0 0.2 99.8 0.0 0.924 0.845 0.000 0.945 0.847 0.000 0.000 0.847 0.250 0.898 0.000 0.900 0.957 643 196 0 839 227 0 0 227 1 618 0 619 1685 845 197 643 1685 1684 424 1262 3370 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Cars Bridge Road Hatfield Street West Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road from West Total 4:00 PM Hatfield Street West Bridge Road from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 3104100102027 1001000004045 0000300302025 5106100100007 920115005080824 3003100100004 2002000001013 1102000004046 2002000001013 81091001060616 173020600601401440 85.0 15.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 42.5 7.5 0.0 50.0 15.0 0.0 0.0 15.0 0.0 35.0 0.0 35.0 20 3 17 40 41053003020210 23.5 33.3 0.0 25.0 50.0 0.0 0.0 50.0 0.0 14.3 0.0 14.3 25.0 51410 920113003090923 52.9 66.7 0.0 55.0 50.0 0.0 0.0 50.0 0.0 64.3 0.0 64.3 57.5 12 2 9 23 4004000003037 23.5 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 21.4 0.0 21.4 17.5 3047 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 3104100102027 1001000004045 0000300302025 5106100100007 920115005080824 81.8 18.2 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.450 0.500 0.000 0.458 0.417 0.000 0.000 0.417 0.000 0.500 0.000 0.500 0.857 3104200201017 33.3 50.0 0.0 36.4 40.0 0.0 0.0 40.0 0.0 12.5 0.0 12.5 29.2 41053003040412 44.4 50.0 0.0 45.5 60.0 0.0 0.0 60.0 0.0 50.0 0.0 50.0 50.0 2002000003035 22.2 0.0 0.0 18.2 0.0 0.0 0.0 0.0 0.0 37.5 0.0 37.5 20.8 3104200201017 41053003040412 2002000003035 920115005080824 3137 71412 3025 13 2 9 24 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Bridge Road Hatfield Street West Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single‐Unit Trucks % Single‐Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road Hatfield Street West Bridge Road Total Volume % Approach Total PHF Buses Buses % Total 4:00 PM 4:15 PM 4:30 PM 4:45 PM from East from South from West Articulated Trucks Total Exiting Leg Single‐Unit Trucks Articulated Trucks Total Entering Leg Buses Single‐Unit Trucks Single‐Unit Trucks Single‐Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001100100002 1001000001012 0000000000000 1102100100003 3104200201017 0000100100001 0000000000000 0000000001011 1001000000001 1001100101013 41053003020210 80.0 20.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 40.0 10.0 0.0 50.0 30.0 0.0 0.0 30.0 0.0 20.0 0.0 20.0 51410 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001100100002 1001000001012 0000000000000 1102100100003 3104200201017 75.0 25.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.750 0.250 0.000 0.500 0.500 0.000 0.000 0.500 0.000 0.250 0.000 0.250 0.583 3104200201017 3137 73414 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Buses Bridge Road Hatfield Street West Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road from West Total 4:00 PM Hatfield Street West Bridge Road from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1102000002024 0000000001011 0000300301014 3003000000003 41053003040412 2002000000002 1001000001012 1102000003035 1001000001012 51060000050511 920113003090923 81.8 18.2 0.0 100.0 0.0 0.0 0.0 100.0 0.0 39.1 8.7 0.0 47.8 13.0 0.0 0.0 13.0 0.0 39.1 0.0 39.1 12 2 9 23 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1102000002024 0000000001011 0000300301014 3003000000003 41053003040412 80.0 20.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.333 0.250 0.000 0.417 0.250 0.000 0.000 0.250 0.000 0.500 0.000 0.500 0.750 41053003040412 71412 12 4 8 24 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Single‐Unit Trucks Bridge Road Hatfield Street West Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road from West Total 4:00 PM Hatfield Street West Bridge Road from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000000001 0000000002022 0000000001011 1001000000001 2002000003035 1001000000001 1001000000001 0000000000000 0000000000000 2002000000002 4004000003037 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 57.1 0.0 0.0 57.1 0.0 0.0 0.0 0.0 0.0 42.9 0.0 42.9 3047 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000000001 0000000002022 0000000001011 1001000000001 2002000003035 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.500 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.375 0.625 2002000003035 3025 50510 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Articulated Trucks Bridge Road Hatfield Street West Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road from West Total 4:00 PM Hatfield Street West Bridge Road from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000110000001 0000000000110000001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0101 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000110000001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000000110000001 0101 0202 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Bicycles (on Roadway and Crosswalks) Bridge Road Hatfield Street West Bridge Road from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 5:00 PM 5:15 PM Bridge Road from East from South 5:00 PM Bridge Road Hatfield Street West Entering Leg Exiting Leg Total 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000110000001 00000 0000100 00000 0000000000100100000000 0101 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000110000001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000000110000001 0101 0202 PDI File #:228506 A Location: S: Hatfield Street West Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Pedestrians Bridge Road Hatfield Street West Bridge Road from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:15 PM 4:30 PM Bridge Road from East from South 4:15 PM Bridge Road Hatfield Street West Entering Leg Exiting Leg Total 4:45 PM 5:00 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 831801016006272074181 931401075106186087200 95 13 0 108 5 5 0 10 1 117 0 118 236 81 10 0 91 8 5 0 13 5 119 0 124 228 352 55 0 407 24 11 0 35 9 394 0 403 845 103 6 0 109 11 4 0 15 5 107 0 112 236 9230955207111030114216 836089240631090112207 92609862085980103209 370 21 0 391 24 12 0 36 24 417 0 441 868 722 76 0 798 48 23 0 71 33 811 0 844 1713 90.5 9.5 0.0 67.6 32.4 0.0 3.9 96.1 0.0 42.1 4.4 0.0 46.6 2.8 1.3 0.0 4.1 1.9 47.3 0.0 49.3 859 109 745 1713 686 75 0 761 48 23 0 71 33 787 0 820 1652 95.0 98.7 0.0 95.4 100.0 100.0 0.0 100.0 100.0 97.0 0.0 97.2 96.4 835 108 709 1652 361037000002402461 5.0 1.3 0.0 4.6 0.0 0.0 0.0 0.0 0.0 3.0 0.0 2.8 3.6 24 1 36 61 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 95 13 0 108 5 5 0 10 1 117 0 118 236 81 10 0 91 8 5 0 13 5 119 0 124 228 103 6 0 109 11 4 0 15 5 107 0 112 236 9230955207111030114216 371 32 0 403 29 16 0 45 22 446 0 468 916 92.1 7.9 0.0 64.4 35.6 0.0 4.7 95.3 0.0 0.900 0.615 0.000 0.924 0.659 0.800 0.000 0.750 0.500 0.937 0.000 0.944 0.970 351 31 0 382 29 16 0 45 22 435 0 457 884 94.6 96.9 0.0 94.8 100.0 100.0 0.0 100.0 100.0 97.5 0.0 97.6 96.5 201021000001101132 5.4 3.1 0.0 5.2 0.0 0.0 0.0 0.0 0.0 2.5 0.0 2.4 3.5 351 31 0 382 29 16 0 45 22 435 0 457 884 201021000001101132 371 32 0 403 29 16 0 45 22 446 0 468 916 464 53 367 884 11 1 20 32 475 54 387 916 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 228506 C S: Prospect Avenue E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars Prospect Avenue % Approach Total PHF Cars Enter Leg 8:00 AM 8:15 AM Heavy Vehicles % Total Volume 7:30 AM 7:45 AM Bridge Road 8:00 AM from East from West from South Bridge Road7:30 AM 8:45 AM Total Approach % Grand Total Bridge RoadProspect AvenueBridge Road 7:45 AM from East from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 821801006006270072178 891401035106181082191 91 13 0 104 5 5 0 10 1 115 0 116 230 78 9 0 87 8 5 0 13 5 116 0 121 221 340 54 0 394 24 11 0 35 9 382 0 391 820 98 6 0 104 11 4 0 15 5 105 0 110 229 843087520711990110204 776083240631040107196 87609362085970102203 346 21 0 367 24 12 0 36 24 405 0 429 832 686 75 0 761 48 23 0 71 33 787 0 820 1652 90.1 9.9 0.0 67.6 32.4 0.0 4.0 96.0 0.0 41.5 4.5 0.0 46.1 2.9 1.4 0.0 4.3 2.0 47.6 0.0 49.6 835 108 709 1652 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 91 13 0 104 5 5 0 10 1 115 0 116 230 78 9 0 87 8 5 0 13 5 116 0 121 221 98 6 0 104 11 4 0 15 5 105 0 110 229 843087520711990110204 351 31 0 382 29 16 0 45 22 435 0 457 884 91.9 8.1 0.0 64.4 35.6 0.0 4.8 95.2 0.0 0.895 0.596 0.000 0.918 0.659 0.800 0.000 0.750 0.500 0.938 0.000 0.944 0.961 351 31 0 382 29 16 0 45 22 435 0 457 884 464 53 367 884 846 98 824 1768 from East from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:30 AM 7:45 AM 8:00 AM from East from South from West Bridge Road Prospect Avenue Bridge Road 8:00 AM 228506 C S: Prospect Avenue E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Bridge RoadProspect Avenue Cars PDI File #: Location: Location: City, State: Bridge Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:30 AM % Approach Total Total Total 8:15 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000002023 4004000005059 4004000002026 3104000003037 121013000001201225 5005000002027 80080000040412 60060000050511 5005000001016 240024000001201236 361037000002402461 97.3 2.7 0.0 0.0 0.0 0.0 0.0 100.0 0.0 59.0 1.6 0.0 60.7 0.0 0.0 0.0 0.0 0.0 39.3 0.0 39.3 24 1 36 61 1000100000070717 27.8 0.0 0.0 27.0 0.0 0.0 0.0 0.0 0.0 29.2 0.0 29.2 27.9 7 0 10 17 191020000001201232 52.8 100.0 0.0 54.1 0.0 0.0 0.0 0.0 0.0 50.0 0.0 50.0 52.5 12 1 19 32 70070000050512 19.4 0.0 0.0 18.9 0.0 0.0 0.0 0.0 0.0 20.8 0.0 20.8 19.7 50712 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 3104000003037 5005000002027 80080000040412 60060000050511 221023000001401437 95.7 4.3 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.688 0.250 0.000 0.719 0.000 0.000 0.000 0.000 0.000 0.700 0.000 0.700 0.771 50050000060611 22.7 0.0 0.0 21.7 0.0 0.0 0.0 0.0 0.0 42.9 0.0 42.9 29.7 1410150000040419 63.6 100.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 28.6 0.0 28.6 51.4 3003000004047 13.6 0.0 0.0 13.0 0.0 0.0 0.0 0.0 0.0 28.6 0.0 28.6 18.9 50050000060611 1410150000040419 3003000004047 221023000001401437 60511 4 1 14 19 4037 14 1 22 37 Total PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Bridge Road Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Count Date:Wednesday, March 23, 2022 Start Time: Bridge Road from East from South from West Prospect Avenue 7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single‐Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single‐Unit Trucks 7:45 AM Bridge Road Prospect Avenue Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 7:45 AM from East from South 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total PHF from West Articulated % Buses Single‐Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single‐Unit Trucks Single‐Unit % Articulated Trucks Buses Single‐Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0000000000000 3003000001014 1001000000001 1001000001012 5005000002027 2002000002024 2002000002024 0000000001011 1001000000001 50050000050510 1000100000070717 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 58.8 0.0 0.0 58.8 0.0 0.0 0.0 0.0 0.0 41.2 0.0 41.2 7 0 10 17 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 3003000001014 1001000000001 1001000001012 2002000002024 70070000040411 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.583 0.000 0.000 0.583 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.500 0.688 70070000040411 40711 11 0 11 22 from East from South from West PHF Entering Leg Exiting Leg Total 7:15 AM 7:30 AM 7:45 AM 8:00 AM Total Volume % Approach Total from South from West Total Prospect Avenue Bridge Road from East Exiting Leg Total 7:15 AM Bridge Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Bridge Road Prospect Avenue Bridge Road End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0000000002022 0000000004044 2002000001013 2103000001014 41050000080813 3003000000003 4004000001015 5005000002027 3003000001014 1500150000040419 191020000001201232 95.0 5.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 59.4 3.1 0.0 62.5 0.0 0.0 0.0 0.0 0.0 37.5 0.0 37.5 12 1 19 32 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 2103000001014 3003000000003 4004000001015 5005000002027 1410150000040419 93.3 6.7 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.700 0.250 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.500 0.679 1410150000040419 4 1 14 19 19 1 18 38 from East from South from West PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Single‐Unit Trucks Bridge Road Prospect Avenue Bridge Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:45 AM Bridge Road Grand Total Approach % Total % from South from West Total Prospect Avenue Bridge Road from East PHF Entering Leg Exiting Leg Total 7:45 AM 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000000001 1001000000001 1001000001012 0000000001011 3003000002025 0000000000000 2002000001013 1001000002023 1001000000001 4004000003037 70070000050512 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 58.3 0.0 0.0 58.3 0.0 0.0 0.0 0.0 0.0 41.7 0.0 41.7 50712 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0000000001011 0000000000000 2002000001013 1001000002023 3003000004047 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.375 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.500 0.583 3003000004047 4037 70714 from East from South from West PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Wednesday, March 23, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Articulated Trucks Bridge Road Prospect Avenue Bridge Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:45 AM Bridge Road Grand Total Approach % Total % from South from West Total Prospect Avenue Bridge Road from East PHF Entering Leg Exiting Leg Total 7:45 AM 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 1000010000000000001 1000010000000000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 1000010000000000001 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0011 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 1000010000000000001 1000010000000000001 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 1000010000000000001 0011 1012 from East from South from West Class: 228506 C S: Prospect Avenue E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM from East from South 7:00 AM Bridge Road Prospect Avenue Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Bridge Road Prospect Avenue Total Bridge Road Bridge Road Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 00000 0000100 00000 0000000000100100000000 0101 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000000110000001 0101 0202 from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 228506 C S: Prospect Avenue E: Bridge Road W: Bridge Road Northampton, MA Stantec/R. Bryant TBA Wednesday, March 23, 2022 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Bridge Road Prospect Avenue Total Bridge Road from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Bridge Road from East from South 7:00 AM Bridge Road Prospect Avenue 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 151 8 0 159 8 5 0 13 5 122 0 127 299 13230135620871310138281 147 6 0 153 11 5 0 16 3 150 0 153 322 140 6 0 146 10 3 0 13 4 99 0 103 262 570 23 0 593 35 15 0 50 19 502 0 521 1164 140 8 0 148 9 3 0 12 6 94 0 100 260 15340157330621000102265 140 8 0 148 10 3 0 13 5 99 0 104 265 162401663407075075248 595 24 0 619 25 13 0 38 13 368 0 381 1038 1165 47 0 1212 60 28 0 88 32 870 0 902 2202 96.1 3.9 0.0 68.2 31.8 0.0 3.5 96.5 0.0 52.9 2.1 0.0 55.0 2.7 1.3 0.0 4.0 1.5 39.5 0.0 41.0 930 79 1193 2202 1152 46 0 1198 60 28 0 88 32 857 0 889 2175 98.9 97.9 0.0 98.8 100.0 100.0 0.0 100.0 100.0 98.5 0.0 98.6 98.8 917 78 1180 2175 131014000001301327 1.1 2.1 0.0 1.2 0.0 0.0 0.0 0.0 0.0 1.5 0.0 1.4 1.2 13 1 13 27 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 151 8 0 159 8 5 0 13 5 122 0 127 299 13230135620871310138281 147 6 0 153 11 5 0 16 3 150 0 153 322 140 6 0 146 10 3 0 13 4 99 0 103 262 570 23 0 593 35 15 0 50 19 502 0 521 1164 96.1 3.9 0.0 70.0 30.0 0.0 3.6 96.4 0.0 0.944 0.719 0.000 0.932 0.795 0.750 0.000 0.781 0.679 0.837 0.000 0.851 0.904 562 23 0 585 35 15 0 50 19 496 0 515 1150 98.6 100.0 0.0 98.7 100.0 100.0 0.0 100.0 100.0 98.8 0.0 98.8 98.8 80080000060614 1.4 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 1.2 0.0 1.2 1.2 562 23 0 585 35 15 0 50 19 496 0 515 1150 80080000060614 570 23 0 593 35 15 0 50 19 502 0 521 1164 531 42 577 1150 60814 537 42 585 1164 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Cars and Heavy Vehicles (Combined) Bridge Road Prospect Avenue Bridge Road from East from South from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road Prospect Avenue Bridge Road Total Volume % Approach Total PHF Cars Total 4:00 PM 4:15 PM 4:30 PM from East from South from West 4:45 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 148 8 0 156 8 5 0 13 5 121 0 126 295 13230135620871300137280 147 6 0 153 11 5 0 16 3 147 0 150 319 135 6 0 141 10 3 0 13 4 98 0 102 256 562 23 0 585 35 15 0 50 19 496 0 515 1150 138 8 0 146 9 3 0 12 6 92 0 98 256 15240156330621000102264 139 7 0 146 10 3 0 13 5 95 0 100 259 161401653407074074246 590 23 0 613 25 13 0 38 13 361 0 374 1025 1152 46 0 1198 60 28 0 88 32 857 0 889 2175 96.2 3.8 0.0 68.2 31.8 0.0 3.6 96.4 0.0 53.0 2.1 0.0 55.1 2.8 1.3 0.0 4.0 1.5 39.4 0.0 40.9 917 78 1180 2175 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 148 8 0 156 8 5 0 13 5 121 0 126 295 13230135620871300137280 147 6 0 153 11 5 0 16 3 147 0 150 319 135 6 0 141 10 3 0 13 4 98 0 102 256 562 23 0 585 35 15 0 50 19 496 0 515 1150 96.1 3.9 0.0 70.0 30.0 0.0 3.7 96.3 0.0 0.949 0.719 0.000 0.938 0.795 0.750 0.000 0.781 0.679 0.844 0.000 0.858 0.901 562 23 0 585 35 15 0 50 19 496 0 515 1150 531 42 577 1150 1116 92 1092 2300 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Cars Bridge Road Prospect Avenue Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road from West Total 4:00 PM Prospect Avenue Bridge Road from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 3003000001014 0000000001011 0000000003033 5005000001016 80080000060614 2002000002024 1001000000001 1102000004046 1001000001012 51060000070713 131014000001301327 92.9 7.1 0.0 0.0 0.0 0.0 0.0 100.0 0.0 48.1 3.7 0.0 51.9 0.0 0.0 0.0 0.0 0.0 48.1 0.0 48.1 13 1 13 27 4004000005059 30.8 0.0 0.0 28.6 0.0 0.0 0.0 0.0 0.0 38.5 0.0 38.5 33.3 5049 61070000080815 46.2 100.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 61.5 0.0 61.5 55.6 81615 3003000000003 23.1 0.0 0.0 21.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.1 0033 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 5005000001016 2002000002024 1001000000001 1102000004046 910100000070717 90.0 10.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.450 0.250 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.438 0.000 0.438 0.708 2002000003035 22.2 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 42.9 0.0 42.9 29.4 4105000004049 44.4 100.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 57.1 0.0 57.1 52.9 3003000000003 33.3 0.0 0.0 30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.6 2002000003035 4105000004049 3003000000003 910100000070717 3025 4149 0033 71917 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Bridge Road Prospect Avenue Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single‐Unit Trucks % Single‐Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:45 PM Bridge Road Prospect Avenue Bridge Road Total Volume % Approach Total PHF Buses Buses % Total 4:45 PM 5:00 PM 5:15 PM 5:30 PM from East from South from West Articulated Trucks Total Exiting Leg Single‐Unit Trucks Articulated Trucks Total Entering Leg Buses Single‐Unit Trucks Single‐Unit Trucks Single‐Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000001012 0000000001011 0000000000000 2002000001013 3003000003036 0000000001011 0000000000000 0000000001011 1001000000001 1001000002023 4004000005059 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 44.4 0.0 0.0 44.4 0.0 0.0 0.0 0.0 0.0 55.6 0.0 55.6 5049 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 1001000001012 0000000001011 0000000000000 2002000001013 3003000003036 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.375 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.750 0.000 0.750 0.500 3003000003036 3036 60612 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Buses Bridge Road Prospect Avenue Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Bridge Road from West Total 4:00 PM Prospect Avenue Bridge Road from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 2002000000002 0000000000000 0000000003033 2002000000002 4004000003037 1001000001012 0000000000000 1102000003035 0000000001011 2103000005058 61070000080815 85.7 14.3 0.0 0.0 0.0 0.0 0.0 100.0 0.0 40.0 6.7 0.0 46.7 0.0 0.0 0.0 0.0 0.0 53.3 0.0 53.3 81615 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 2002000000002 1001000001012 0000000000000 1102000003035 4105000004049 80.0 20.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.500 0.250 0.000 0.625 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.333 0.450 4105000004049 4149 91818 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Single‐Unit Trucks Bridge Road Prospect Avenue Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:45 PM Bridge Road from West Total 4:45 PM Prospect Avenue Bridge Road from East from South Entering Leg Exiting Leg Total 5:00 PM 5:15 PM 5:30 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0000000000000 0000000000000 0000000000000 1001000000001 1001000000001 1001000000001 1001000000001 0000000000000 0000000000000 2002000000002 3003000000003 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0033 Thru Left U‐Turn Total Right Left U‐Turn Total Right Thru U‐Turn Total 0000000000000 1001000000001 1001000000001 1001000000001 3003000000003 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.750 0.000 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.750 3003000000003 0033 3036 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Total Class:Articulated Trucks Bridge Road Prospect Avenue Bridge Road from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Bridge Road from West Total 4:30 PM Prospect Avenue Bridge Road from East from South Entering Leg Exiting Leg Total 4:45 PM 5:00 PM 5:15 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000100010000001 0000000100010000001 0000000100010000001 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0011 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000100010000001 0000000100010000001 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000100010000001 0011 0112 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Bicycles (on Roadway and Crosswalks) Bridge Road Prospect Avenue Bridge Road from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 5:00 PM 5:15 PM Bridge Road from East from South 5:00 PM Bridge Road Prospect Avenue Entering Leg Exiting Leg Total 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000001010000001 0000000000000000000 0000000000110000001 0000000000000000000 0000000001120000002 0000000000110000001 0000000000000000000 0000000000000000000 0000000000000000000 0000000000110000001 0000000001230000003 0 0 0 0 0 0 0 0 33.333 66.667 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33.333 66.667 100 0 0 0 0 0 0 0303 Thru Left U‐Turn CW‐SB CW‐NB Total Right Left U‐Turn CW‐WB CW‐EB Total Right Thru U‐Turn CW‐NB CW‐SB Total 0000000001010000001 0000000000000000000 0000000000110000001 0000000000000000000 0000000001120000002 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0000000001120000002 0202 0404 PDI File #:228506 C Location: S: Prospect Avenue Location:E: Bridge Road W: Bridge Road Count Date:Wednesday, March 23, 2022 Start Time:4:00 PM End Time:6:00 PM City, State:Northampton, MA Client:Stantec/R. Bryant Site Code:TBA Class:Pedestrians Bridge Road Prospect Avenue Bridge Road from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:00 PM 4:15 PM Bridge Road from East from South 4:00 PM Bridge Road Prospect Avenue Entering Leg Exiting Leg Total 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com City, State: Client: Site Code: Start Time: 15 min 60 min 15 min 60 min Start Time: 15 min 60 min 15 min 60 min Start Time: 15 min 60 min 15 min 60 min 12:00 AM 2 12:00 PM 40 12:00 AM 0 12:00 PM 46 12:00 AM 2 12:00 PM 86 12:15 AM 5 12:15 PM 46 12:15 AM 0 12:15 PM 47 12:15 AM 5 12:15 PM 93 12:30 AM 0 12:30 PM 46 12:30 AM 0 12:30 PM 51 12:30 AM 0 12:30 PM 97 12:45 AM 1 8 12:45 PM 48 180 12:45 AM 0 0 12:45 PM 38 182 12:45 AM 1 8 12:45 PM 86 362 1:00 AM 0 1:00 PM 50 1:00 AM 1 1:00 PM 51 1:00 AM 1 1:00 PM 101 1:15 AM 1 1:15 PM 38 1:15 AM 1 1:15 PM 31 1:15 AM 2 1:15 PM 69 1:30 AM 1 1:30 PM 60 1:30 AM 0 1:30 PM 44 1:30 AM 1 1:30 PM 104 1:45 AM 0 2 1:45 PM 44 192 1:45 AM 0 2 1:45 PM 38 164 1:45 AM 0 4 1:45 PM 82 356 2:00 AM 1 2:00 PM 42 2:00 AM 0 2:00 PM 52 2:00 AM 1 2:00 PM 94 2:15 AM 0 2:15 PM 51 2:15 AM 0 2:15 PM 63 2:15 AM 0 2:15 PM 114 2:30 AM 0 2:30 PM 56 2:30 AM 0 2:30 PM 54 2:30 AM 0 2:30 PM 110 2:45 AM 0 1 2:45 PM 52 201 2:45 AM 0 0 2:45 PM 46 215 2:45 AM 0 1 2:45 PM 98 416 3:00 AM 1 3:00 PM 39 3:00 AM 1 3:00 PM 57 3:00 AM 2 3:00 PM 96 3:15 AM 1 3:15 PM 57 3:15 AM 4 3:15 PM 57 3:15 AM 5 3:15 PM 114 3:30 AM 0 3:30 PM 46 3:30 AM 0 3:30 PM 49 3:30 AM 0 3:30 PM 95 3:45 AM 0 2 3:45 PM 54 196 3:45 AM 1 6 3:45 PM 38 201 3:45 AM 1 8 3:45 PM 92 397 4:00 AM 0 4:00 PM 55 4:00 AM 8 4:00 PM 59 4:00 AM 8 4:00 PM 114 4:15 AM 2 4:15 PM 49 4:15 AM 4 4:15 PM 72 4:15 AM 6 4:15 PM 121 4:30 AM 4 4:30 PM 43 4:30 AM 3 4:30 PM 60 4:30 AM 7 4:30 PM 103 4:45 AM 2 8 4:45 PM 59 206 4:45 AM 6 21 4:45 PM 60 251 4:45 AM 8 29 4:45 PM 119 457 5:00 AM 5 5:00 PM 56 5:00 AM 4 5:00 PM 56 5:00 AM 9 5:00 PM 112 5:15 AM 2 5:15 PM 61 5:15 AM 9 5:15 PM 40 5:15 AM 11 5:15 PM 101 5:30 AM 5 5:30 PM 59 5:30 AM 8 5:30 PM 36 5:30 AM 13 5:30 PM 95 5:45 AM 13 25 5:45 PM 72 248 5:45 AM 6 27 5:45 PM 35 167 5:45 AM 19 52 5:45 PM 107 415 6:00 AM 10 6:00 PM 46 6:00 AM 7 6:00 PM 22 6:00 AM 17 6:00 PM 68 6:15 AM 20 6:15 PM 48 6:15 AM 14 6:15 PM 33 6:15 AM 34 6:15 PM 81 6:30 AM 21 6:30 PM 33 6:30 AM 24 6:30 PM 32 6:30 AM 45 6:30 PM 65 6:45 AM 48 99 6:45 PM 36 163 6:45 AM 18 63 6:45 PM 29 116 6:45 AM 66 162 6:45 PM 65 279 7:00 AM 54 7:00 PM 21 7:00 AM 31 7:00 PM 25 7:00 AM 85 7:00 PM 46 7:15 AM 51 7:15 PM 23 7:15 AM 28 7:15 PM 22 7:15 AM 79 7:15 PM 45 7:30 AM 66 7:30 PM 27 7:30 AM 52 7:30 PM 17 7:30 AM 118 7:30 PM 44 7:45 AM 56 227 7:45 PM 16 87 7:45 AM 36 147 7:45 PM 15 79 7:45 AM 92 374 7:45 PM 31 166 8:00 AM 66 8:00 PM 16 8:00 AM 35 8:00 PM 17 8:00 AM 101 8:00 PM 33 8:15 AM 47 8:15 PM 13 8:15 AM 25 8:15 PM 24 8:15 AM 72 8:15 PM 37 8:30 AM 48 8:30 PM 7 8:30 AM 40 8:30 PM 30 8:30 AM 88 8:30 PM 37 8:45 AM 74 235 8:45 PM 15 51 8:45 AM 44 144 8:45 PM 14 85 8:45 AM 118 379 8:45 PM 29 136 9:00 AM 38 9:00 PM 10 9:00 AM 56 9:00 PM 14 9:00 AM 94 9:00 PM 24 9:15 AM 49 9:15 PM 13 9:15 AM 40 9:15 PM 14 9:15 AM 89 9:15 PM 27 9:30 AM 46 9:30 PM 9 9:30 AM 33 9:30 PM 10 9:30 AM 79 9:30 PM 19 9:45 AM 50 183 9:45 PM 7 39 9:45 AM 36 165 9:45 PM 2 40 9:45 AM 86 348 9:45 PM 9 79 10:00 AM 40 10:00 PM 12 10:00 AM 32 10:00 PM 5 10:00 AM 72 10:00 PM 17 10:15 AM 45 10:15 PM 13 10:15 AM 42 10:15 PM 7 10:15 AM 87 10:15 PM 20 10:30 AM 47 10:30 PM 8 10:30 AM 55 10:30 PM 7 10:30 AM 102 10:30 PM 15 10:45 AM 50 182 10:45 PM 4 37 10:45 AM 31 160 10:45 PM 2 21 10:45 AM 81 342 10:45 PM 6 58 11:00 AM 43 11:00 PM 2 11:00 AM 33 11:00 PM 7 11:00 AM 76 11:00 PM 9 11:15 AM 35 11:15 PM 4 11:15 AM 38 11:15 PM 3 11:15 AM 73 11:15 PM 7 11:30 AM 46 11:30 PM 2 11:30 AM 48 11:30 PM 4 11:30 AM 94 11:30 PM 6 11:45 AM 47 171 11:45 PM 1 9 11:45 AM 49 168 11:45 PM 1 15 11:45 AM 96 339 11:45 PM 2 24 Total Total Total Percent Percent Percent Day Total 2752 Day Total 2439 Day Total 5191 Peak Hour Peak Hour Peak Hour Volume Volume Volume P.H.F.P.H.F.P.H.F.0.944 239 248 180 251 390 457 0.905 0.861 0.804 0.872 0.826 4:00 PM7:15 AM 5:00 PM 8:30 AM 4:00 PM 7:15 AM 60.59% 1143 1609 903 1536 2046 3145 41.53%58.47%37.02%62.98%39.41% SB NB Combined Hatfield Street West PDI File #: 228506 ATR‐A south of Bridge Road Northampton, MA Stantec/ R. Bryant Count Date: TBA Wednesday, March 23, 2022 Volume PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Hatfield Street West south of Bridge Road City, State: Northampton, MA Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM0002510000000834.0 32.1 1:00 AM0000101000000238.7 35.5 2:00 AM0000000010000154.0 54.0 3:00 AM0010100000000231.5 28.0 4:00 AM0011501000000834.0 31.6 5:00 AM000412530100002538.0 34.1 6:00 AM00018433152000009937.0 33.3 7:00 AM0044910167501000022736.0 32.4 8:00 AM0174210869800000023536.9 32.5 9:00 AM007339045800000018337.0 32.3 10:00 AM0013388736710000018236.0 31.7 11:00 AM005437146600000017136.0 32.0 12:00 PM016379735400000018035.0 31.8 1:00 PM0622526639610000019236.4 30.5 2:00 PM0044889481110000020136.0 32.2 3:00 PM10531106411000200019637.0 32.6 4:00 PM005449059710000020636.0 32.4 5:00 PM2114613062411000024836.0 32.3 6:00 PM001308638710000016337.0 32.6 7:00 PM00119471730000008736.0 32.1 8:00 PM0041224830000005136.0 31.3 9:00 PM1019151120000003938.0 32.3 10:00 PM0001019530000003735.6 32.5 11:00 PM0022410000000933.6 29.7 Total 4 9 90 570 1297 664 104 8420002752 36.0 32.2 Percent 0.15% 0.33% 3.27% 20.71% 47.13% 24.13% 3.78% 0.29% 0.15% 0.07% 0.00% 0.00% 0.00% AM Peak 8:00 AM 10:00 AM 7:00 AM 8:00 AM 8:00 AM 8:00 AM 6:00 AM 2:00 AM 8:00 AM Volume 0 1 13 49 108 69 8210000235 PM Peak 5:00 PM 1:00 PM 1:00 PM 1:00 PM 5:00 PM 5:00 PM 2:00 PM 1:00 PM 5:00 PM 3:00 PM 5:00 PM Volume 2 6 22 52 130 62 11 112000248 15th Percentile: 28.0 MPH Average Speed: 32.2 MPH Posted Speed Limit:30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 1823 85th Percentile: 36.0 MPH Number in Pace: 2148 Percent of Vehicles > 30 MPH: 66.2% 95th Percentile: 39.0 MPH Percent in Pace: 78.1% SB Wednesday, March 23, 2022 Speed (60‐minute) Count Date PDI File #: 228506 ATR‐A PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Hatfield Street West south of Bridge Road City, State: Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM000000000000000.00.0 1:00 AM0000110000000237.7 34.5 2:00 AM000000000000000.00.0 3:00 AM0001221000000639.8 34.5 4:00 AM001271010000002138.0 33.8 5:00 AM000613701000002735.1 32.5 6:00 AM1017322101000006337.0 33.0 7:00 AM0022068471000000014737.0 33.4 8:00 AM012326241410000114436.0 32.6 9:00 AM027426536720111116537.0 32.8 10:00 AM117655330300000016035.0 30.7 11:00 AM0112367141410000216836.0 32.0 12:00 PM3013369131210023018235.0 32.1 1:00 PM228517228100000016435.0 30.6 2:00 PM00164199491000000021536.0 32.0 3:00 PM0054395471010000020136.0 32.2 4:00 PM0035613551501000025135.0 31.9 5:00 PM001389134300000016735.0 32.2 6:00 PM011227018400000011635.0 32.0 7:00 PM00220441012000007935.0 31.8 8:00 PM00627391210000008534.4 30.7 9:00 PM0001816410010004034.2 31.4 10:00 PM00037911000002139.0 34.8 11:00 PM01105620000001538.8 33.3 Total 7 9 88 566 1138 535 71 11 123442439 36.0 32.1 Percent 0.29% 0.37% 3.61% 23.21% 46.66% 21.94% 2.91% 0.45% 0.04% 0.08% 0.12% 0.16% 0.16% AM Peak 6:00 AM 9:00 AM 11:00 AM 10:00 AM 11:00 AM 7:00 AM 7:00 AM 9:00 AM 9:00 AM 9:00 AM 9:00 AM 11:00 AM 11:00 AM Volume 1 2 12 65 71 47 10 201112168 PM Peak 12:00 PM 1:00 PM 2:00 PM 4:00 PM 4:00 PM 4:00 PM 2:00 PM 7:00 PM 4:00 PM 9:00 PM 12:00 PM 12:00 PM 4:00 PM Volume 3 2 16 56 135 51 10 211230251 15th Percentile: 28.0 MPH Average Speed: 32.1 MPH Posted Speed Limit:30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 1576 85th Percentile: 36.0 MPH Number in Pace: 1943 Percent of Vehicles > 30 MPH: 64.6% 95th Percentile: 39.0 MPH Percent in Pace: 79.7% NB Wednesday, March 23, 2022 Speed (60‐minute) Count Date PDI File #: 228506 ATR‐A Northampton, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Hatfield Street West south of Bridge Road City, State: Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM0002510000000834.0 32.1 1:00 AM0000211000000439.6 35.0 2:00 AM0000000010000154.0 54.0 3:00 AM0011321000000839.0 32.9 4:00 AM0023121020000002937.8 33.2 5:00 AM00010251231100005236.0 33.3 6:00 AM101257552530000016237.0 33.2 7:00 AM006691691141501000037436.1 32.8 8:00 AM029741701101210000137936.3 32.5 9:00 AM021475155811520111134837.0 32.5 10:00 AM1120103140661010000034235.0 31.2 11:00 AM011779142871010000233936.0 32.0 12:00 PM31197318866610023036235.0 31.9 1:00 PM283010313867710000035636.0 30.5 2:00 PM002089188972110000041636.0 32.1 3:00 PM101074201882010200039736.0 32.4 4:00 PM0081002251101211000045736.0 32.1 5:00 PM2128422196711000041536.0 32.2 6:00 PM01252156561110000027936.0 32.4 7:00 PM003399127420000016635.0 32.0 8:00 PM0010396320400000013635.0 30.9 9:00 PM10127311530010007936.0 31.8 10:00 PM00013261441000005838.5 33.3 11:00 PM01329720000002437.0 32.0 Total 11 18 178 1136 2435 1199 175 19 543445191 36.0 32.1 Percent 0.21% 0.35% 3.43% 21.88% 46.91% 23.10% 3.37% 0.37% 0.10% 0.08% 0.06% 0.08% 0.08% AM Peak 6:00 AM 8:00 AM 10:00 AM 10:00 AM 8:00 AM 7:00 AM 7:00 AM 6:00 AM 2:00 AM 9:00 AM 9:00 AM 9:00 AM 11:00 AM 8:00 AM Volume 1 2 20 103 170 114 15 311112379 PM Peak 12:00 PM 1:00 PM 1:00 PM 1:00 PM 4:00 PM 4:00 PM 2:00 PM 7:00 PM 4:00 PM 3:00 PM 12:00 PM 12:00 PM 4:00 PM Volume 3 8 30 103 225 110 21 212230457 15th Percentile: 28.0 MPH Average Speed: 32.1 MPH Posted Speed Limit:30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 3399 85th Percentile: 36.0 MPH Number in Pace: 4091 Percent of Vehicles > 30 MPH: 65.5% 95th Percentile: 39.0 MPH Percent in Pace: 78.8% Combined SB and NB Wednesday, March 23, 2022 Speed (60‐minute) Count Date PDI File #: 228506 ATR‐A Northampton, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com City, State: Client: Site Code: Start Time: 15 min 60 min 15 min 60 min Start Time: 15 min 60 min 15 min 60 min Start Time: 15 min 60 min 15 min 60 min 12:00 AM 5 12:00 PM 132 12:00 AM 18 12:00 PM 169 12:00 AM 23 12:00 PM 301 12:15 AM 10 12:15 PM 132 12:15 AM 8 12:15 PM 160 12:15 AM 18 12:15 PM 292 12:30 AM 4 12:30 PM 129 12:30 AM 1 12:30 PM 150 12:30 AM 5 12:30 PM 279 12:45 AM 4 23 12:45 PM 129 522 12:45 AM 5 32 12:45 PM 171 650 12:45 AM 9 55 12:45 PM 300 1172 1:00 AM 5 1:00 PM 132 1:00 AM 3 1:00 PM 147 1:00 AM 8 1:00 PM 279 1:15 AM 4 1:15 PM 115 1:15 AM 7 1:15 PM 133 1:15 AM 11 1:15 PM 248 1:30 AM 3 1:30 PM 116 1:30 AM 0 1:30 PM 146 1:30 AM 3 1:30 PM 262 1:45 AM 3 15 1:45 PM 126 489 1:45 AM 3 13 1:45 PM 138 564 1:45 AM 6 28 1:45 PM 264 1053 2:00 AM 7 2:00 PM 123 2:00 AM 3 2:00 PM 174 2:00 AM 10 2:00 PM 297 2:15 AM 1 2:15 PM 141 2:15 AM 3 2:15 PM 194 2:15 AM 4 2:15 PM 335 2:30 AM 2 2:30 PM 144 2:30 AM 3 2:30 PM 168 2:30 AM 5 2:30 PM 312 2:45 AM 2 12 2:45 PM 159 567 2:45 AM 3 12 2:45 PM 156 692 2:45 AM 5 24 2:45 PM 315 1259 3:00 AM 3 3:00 PM 118 3:00 AM 5 3:00 PM 197 3:00 AM 8 3:00 PM 315 3:15 AM 1 3:15 PM 116 3:15 AM 5 3:15 PM 213 3:15 AM 6 3:15 PM 329 3:30 AM 3 3:30 PM 146 3:30 AM 6 3:30 PM 200 3:30 AM 9 3:30 PM 346 3:45 AM 2 9 3:45 PM 167 547 3:45 AM 4 20 3:45 PM 148 758 3:45 AM 6 29 3:45 PM 315 1305 4:00 AM 1 4:00 PM 157 4:00 AM 17 4:00 PM 197 4:00 AM 18 4:00 PM 354 4:15 AM 5 4:15 PM 123 4:15 AM 18 4:15 PM 224 4:15 AM 23 4:15 PM 347 4:30 AM 6 4:30 PM 135 4:30 AM 9 4:30 PM 225 4:30 AM 15 4:30 PM 360 4:45 AM 13 25 4:45 PM 123 538 4:45 AM 19 63 4:45 PM 200 846 4:45 AM 32 88 4:45 PM 323 1384 5:00 AM 17 5:00 PM 169 5:00 AM 27 5:00 PM 174 5:00 AM 44 5:00 PM 343 5:15 AM 13 5:15 PM 173 5:15 AM 45 5:15 PM 150 5:15 AM 58 5:15 PM 323 5:30 AM 29 5:30 PM 177 5:30 AM 34 5:30 PM 144 5:30 AM 63 5:30 PM 321 5:45 AM 62 121 5:45 PM 202 721 5:45 AM 53 159 5:45 PM 119 587 5:45 AM 115 280 5:45 PM 321 1308 6:00 AM 38 6:00 PM 163 6:00 AM 39 6:00 PM 117 6:00 AM 77 6:00 PM 280 6:15 AM 53 6:15 PM 141 6:15 AM 91 6:15 PM 116 6:15 AM 144 6:15 PM 257 6:30 AM 85 6:30 PM 113 6:30 AM 103 6:30 PM 83 6:30 AM 188 6:30 PM 196 6:45 AM 119 295 6:45 PM 111 528 6:45 AM 126 359 6:45 PM 72 388 6:45 AM 245 654 6:45 PM 183 916 7:00 AM 114 7:00 PM 99 7:00 AM 140 7:00 PM 78 7:00 AM 254 7:00 PM 177 7:15 AM 125 7:15 PM 101 7:15 AM 155 7:15 PM 88 7:15 AM 280 7:15 PM 189 7:30 AM 140 7:30 PM 78 7:30 AM 172 7:30 PM 61 7:30 AM 312 7:30 PM 139 7:45 AM 127 506 7:45 PM 74 352 7:45 AM 182 649 7:45 PM 52 279 7:45 AM 309 1155 7:45 PM 126 631 8:00 AM 148 8:00 PM 77 8:00 AM 168 8:00 PM 57 8:00 AM 316 8:00 PM 134 8:15 AM 131 8:15 PM 55 8:15 AM 173 8:15 PM 67 8:15 AM 304 8:15 PM 122 8:30 AM 102 8:30 PM 51 8:30 AM 177 8:30 PM 56 8:30 AM 279 8:30 PM 107 8:45 AM 133 514 8:45 PM 60 243 8:45 AM 166 684 8:45 PM 35 215 8:45 AM 299 1198 8:45 PM 95 458 9:00 AM 86 9:00 PM 52 9:00 AM 173 9:00 PM 41 9:00 AM 259 9:00 PM 93 9:15 AM 91 9:15 PM 36 9:15 AM 146 9:15 PM 35 9:15 AM 237 9:15 PM 71 9:30 AM 119 9:30 PM 49 9:30 AM 146 9:30 PM 27 9:30 AM 265 9:30 PM 76 9:45 AM 110 406 9:45 PM 20 157 9:45 AM 134 599 9:45 PM 19 122 9:45 AM 244 1005 9:45 PM 39 279 10:00 AM 116 10:00 PM 42 10:00 AM 158 10:00 PM 25 10:00 AM 274 10:00 PM 67 10:15 AM 119 10:15 PM 41 10:15 AM 160 10:15 PM 17 10:15 AM 279 10:15 PM 58 10:30 AM 108 10:30 PM 22 10:30 AM 180 10:30 PM 16 10:30 AM 288 10:30 PM 38 10:45 AM 100 443 10:45 PM 25 130 10:45 AM 152 650 10:45 PM 11 69 10:45 AM 252 1093 10:45 PM 36 199 11:00 AM 107 11:00 PM 17 11:00 AM 160 11:00 PM 18 11:00 AM 267 11:00 PM 35 11:15 AM 122 11:15 PM 23 11:15 AM 142 11:15 PM 14 11:15 AM 264 11:15 PM 37 11:30 AM 108 11:30 PM 14 11:30 AM 165 11:30 PM 10 11:30 AM 273 11:30 PM 24 11:45 AM 105 442 11:45 PM 10 64 11:45 AM 178 645 11:45 PM 9 51 11:45 AM 283 1087 11:45 PM 19 115 Total Total Total Percent Percent Percent Day Total 7669 Day Total 9106 Day Total 16775 Peak Hour Peak Hour Peak Hour Volume Volume Volume P.H.F.P.H.F.P.H.F. WB EB Combined Bridge Street PDI File #: 228506 ATR‐B east of Hatfield Street West Northampton, MA Stantec/ R. Bryant Count Date: TBA Wednesday, March 23, 2022 Volume 60.08% 2811 4858 3885 5221 6696 10079 36.65% 63.35% 42.66% 57.34% 39.92% 4:00 PM7:30 AM 5:00 PM 7:45 AM 4:00 PM 7:30 AM 0.961 546 721 700 846 1241 1384 0.922 0.892 0.962 0.940 0.982 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Bridge Street east of Hatfield Street West City, State: Northampton, MA Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM02431361200012346.8 35.6 1:00 AM02311341000001540.9 32.1 2:00 AM10430211000001238.1 28.0 3:00 AM0010052100000942.4 37.2 4:00 AM01415851000002541.4 33.7 5:00 AM1418715392881000012142.0 34.5 6:00 AM38684354803080010029539.0 31.1 7:00 AM1013125811151193751000050638.0 30.0 8:00 AM715123941121283120100151437.0 29.9 9:00 AM11083581121023332200040638.0 31.2 10:00 AM71085861141073040000044337.0 30.3 11:00 AM7375611051344961001044239.0 32.0 12:00 PM8788691751452631000052238.0 31.2 1:00 PM61387791281304231000048938.0 31.0 2:00 PM7161041031521483231000156737.0 30.4 3:00 PM99101941501523010100054738.0 30.7 4:00 PM19101941651264110000053837.0 30.9 5:00 PM6171071102282133540000172137.0 31.3 6:00 PM6677611551695130000052838.0 32.3 7:00 PM053949981262923100035238.0 32.9 8:00 PM05272477852041000024338.0 33.0 9:00 PM24232732511530000015738.0 31.6 10:00 PM03211628451340000013039.0 32.6 11:00 PM1611742294000006440.6 31.9 Total 83 168 1379 1171 2026 2142 599 76 14 51147669 38.0 31.2 Percent 1.08% 2.19% 17.98% 15.27% 26.42% 27.93% 7.81% 0.99% 0.18% 0.07% 0.01% 0.01% 0.05% AM Peak 7:00 AM 8:00 AM 7:00 AM 8:00 AM 7:00 AM 11:00 AM 11:00 AM 5:00 AM 12:00 AM 9:00 AM 6:00 AM 11:00 AM 12:00 AM 8:00 AM Volume 10 15 125 94 115 134 49 822111514 PM Peak 3:00 PM 5:00 PM 5:00 PM 5:00 PM 5:00 PM 5:00 PM 6:00 PM 5:00 PM 7:00 PM 3:00 PM 2:00 PM 5:00 PM Volume 9 17 107 110 228 213 51 431001721 15th Percentile: 23.0 MPH Average Speed: 31.2 MPH Posted Speed Limit:30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 30 to 39 MPH Number of Vehicles > 30 MPH: 4576 85th Percentile: 38.0 MPH Number in Pace: 4168 Percent of Vehicles > 30 MPH: 59.7% 95th Percentile: 41.0 MPH Percent in Pace: 54.3% Count Date PDI File #: 228506 ATR‐B WB Wednesday, March 23, 2022 Speed (60‐minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Bridge Street east of Hatfield Street West City, State: Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM000371561000003240.0 36.2 1:00 AM00103422001001346.6 39.4 2:00 AM00142410000001239.0 32.8 3:00 AM00137521010002041.0 35.1 4:00 AM01191420135000006342.7 35.8 5:00 AM0072139612830000015940.0 34.7 6:00 AM041048931445550000035940.0 34.6 7:00 AM28381292072025841000064938.0 32.7 8:00 AM683512121522858102100068438.0 33.0 9:00 AM27391351781854751000059938.0 32.4 10:00 AM43601572241663510000065037.0 31.5 11:00 AM611411772241652010000064537.0 31.2 12:00 PM27521442091993430000065037.0 32.0 1:00 PM413661421661413110000056437.0 30.9 2:00 PM617721512201863730000069237.0 31.3 3:00 PM610781812421983940000075837.0 31.3 4:00 PM421672142762253720000084637.0 31.3 5:00 PM38391082071675131000058738.0 32.5 6:00 PM1532771181163630000038839.0 32.6 7:00 PM03166398732600000027938.0 32.2 8:00 PM00215168541910100021538.0 32.1 9:00 PM03162135271550000012240.0 32.4 10:00 PM006111419108100006942.8 34.9 11:00 PM001121213102100005141.0 34.7 Total 46 129 700 1982 2878 2617 670 73 731009106 38.0 32.1 Percent 0.51% 1.42% 7.69% 21.77% 31.61% 28.74% 7.36% 0.80% 0.08% 0.03% 0.01% 0.00% 0.00% AM Peak 8:00 AM 11:00 AM 10:00 AM 11:00 AM 10:00 AM 8:00 AM 7:00 AM 8:00 AM 8:00 AM 3:00 AM 1:00 AM 8:00 AM Volume 6 11 60 177 224 228 58 10 21100684 PM Peak 2:00 PM 4:00 PM 3:00 PM 4:00 PM 4:00 PM 4:00 PM 5:00 PM 10:00 PM 5:00 PM 8:00 PM 4:00 PM Volume 6 21 78 214 276 225 51 811000846 15th Percentile: 26.0 MPH Average Speed: 32.1 MPH Posted Speed Limit:30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 5726 85th Percentile: 38.0 MPH Number in Pace: 5691 Percent of Vehicles > 30 MPH: 62.9% 95th Percentile: 41.0 MPH Percent in Pace: 62.5% Count Date PDI File #: 228506 ATR‐B Northampton, MA EB Wednesday, March 23, 2022 Speed (60‐minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Bridge Street east of Hatfield Street West City, State: Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM0246818122200015542.0 35.9 1:00 AM02414763001002844.0 35.5 2:00 AM10572621000002439.0 30.4 3:00 AM002371042010002941.0 35.7 4:00 AM025101928186000008842.0 35.2 5:00 AM1425285410056111000028040.0 34.6 6:00 AM312789114722485130010065440.0 33.0 7:00 AM1221163210322321959200001155 38.0 31.5 8:00 AM13231582153273568912220011198 38.0 31.7 9:00 AM317122193290287808320001005 38.0 31.9 10:00 AM1113145243338273655000001093 37.0 31.0 11:00 AM1314116238329299697100101087 37.0 31.5 12:00 PM1014140213384344606100001172 38.0 31.7 1:00 PM1026153221294271734100001053 37.2 30.9 2:00 PM1333176254372334696100011259 37.0 30.9 3:00 PM1519179275392350695010001305 37.0 31.0 4:00 PM530168308441351783000001384 37.0 31.1 5:00 PM925146218435380867100011308 38.0 31.8 6:00 PM7111091382732858760000091638.0 32.4 7:00 PM08551121961995523100063138.0 32.6 8:00 PM0548751451393951100045838.0 32.6 9:00 PM27394867783080000027939.0 31.9 10:00 PM032727426423121000019940.0 33.4 11:00 PM16121916351961000011541.0 33.2 Total 129 297 2079 3153 4904 4759 1269 149 21 821416775 38.0 31.7 Percent 0.77% 1.77% 12.39% 18.80% 29.23% 28.37% 7.56% 0.89% 0.13% 0.05% 0.01% 0.01% 0.02% AM Peak 8:00 AM 8:00 AM 7:00 AM 10:00 AM 10:00 AM 8:00 AM 7:00 AM 6:00 AM 9:00 AM 8:00 AM 1:00 AM 11:00 AM 12:00 AM 8:00 AM Volume 13 23 163 243 338 356 95 13 321111198 PM Peak 3:00 PM 2:00 PM 3:00 PM 4:00 PM 4:00 PM 5:00 PM 6:00 PM 10:00 PM 7:00 PM 3:00 PM 2:00 PM 4:00 PM Volume 15 33 179 308 441 380 87 12 310011384 15th Percentile: 25.0 MPH Average Speed: 31.7 MPH Posted Speed Limit:30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 30 MPH: 10302 85th Percentile: 38.0 MPH Number in Pace: 9789 Percent of Vehicles > 30 MPH: 61.4% 95th Percentile: 41.0 MPH Percent in Pace: 58.4% Count Date PDI File #: 228506 ATR‐B Northampton, MA Combined WB and EB Wednesday, March 23, 2022 Speed (60‐minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com City, State: Client: Site Code: Start Time: 15 min 60 min 15 min 60 min Start Time: 15 min 60 min 15 min 60 min Start Time: 15 min 60 min 15 min 60 min 12:00 AM 0 12:00 PM 7 12:00 AM 1 12:00 PM 9 12:00 AM 1 12:00 PM 16 12:15 AM 0 12:15 PM 9 12:15 AM 0 12:15 PM 10 12:15 AM 0 12:15 PM 19 12:30 AM 1 12:30 PM 9 12:30 AM 0 12:30 PM 9 12:30 AM 1 12:30 PM 18 12:45 AM 0 1 12:45 PM 8 33 12:45 AM 1 2 12:45 PM 11 39 12:45 AM 1 3 12:45 PM 19 72 1:00 AM 0 1:00 PM 7 1:00 AM 0 1:00 PM 10 1:00 AM 0 1:00 PM 17 1:15 AM 1 1:15 PM 8 1:15 AM 1 1:15 PM 14 1:15 AM 2 1:15 PM 22 1:30 AM 0 1:30 PM 10 1:30 AM 0 1:30 PM 14 1:30 AM 0 1:30 PM 24 1:45 AM 0 1 1:45 PM 9 34 1:45 AM 1 2 1:45 PM 13 51 1:45 AM 1 3 1:45 PM 22 85 2:00 AM 1 2:00 PM 11 2:00 AM 0 2:00 PM 6 2:00 AM 1 2:00 PM 17 2:15 AM 0 2:15 PM 24 2:15 AM 0 2:15 PM 12 2:15 AM 0 2:15 PM 36 2:30 AM 1 2:30 PM 11 2:30 AM 0 2:30 PM 7 2:30 AM 1 2:30 PM 18 2:45 AM 0 2 2:45 PM 9 55 2:45 AM 0 0 2:45 PM 10 35 2:45 AM 0 2 2:45 PM 19 90 3:00 AM 0 3:00 PM 11 3:00 AM 0 3:00 PM 14 3:00 AM 0 3:00 PM 25 3:15 AM 0 3:15 PM 7 3:15 AM 0 3:15 PM 11 3:15 AM 0 3:15 PM 18 3:30 AM 0 3:30 PM 18 3:30 AM 0 3:30 PM 11 3:30 AM 0 3:30 PM 29 3:45 AM 1 1 3:45 PM 18 54 3:45 AM 1 1 3:45 PM 18 54 3:45 AM 2 2 3:45 PM 36 108 4:00 AM 0 4:00 PM 13 4:00 AM 0 4:00 PM 14 4:00 AM 0 4:00 PM 27 4:15 AM 1 4:15 PM 9 4:15 AM 0 4:15 PM 11 4:15 AM 1 4:15 PM 20 4:30 AM 1 4:30 PM 16 4:30 AM 0 4:30 PM 8 4:30 AM 1 4:30 PM 24 4:45 AM 0 2 4:45 PM 12 50 4:45 AM 2 2 4:45 PM 11 44 4:45 AM 2 4 4:45 PM 23 94 5:00 AM 2 5:00 PM 14 5:00 AM 1 5:00 PM 14 5:00 AM 3 5:00 PM 28 5:15 AM 0 5:15 PM 6 5:15 AM 2 5:15 PM 7 5:15 AM 2 5:15 PM 13 5:30 AM 1 5:30 PM 13 5:30 AM 4 5:30 PM 15 5:30 AM 5 5:30 PM 28 5:45 AM 1 4 5:45 PM 6 39 5:45 AM 2 9 5:45 PM 4 40 5:45 AM 3 13 5:45 PM 10 79 6:00 AM 3 6:00 PM 9 6:00 AM 3 6:00 PM 9 6:00 AM 6 6:00 PM 18 6:15 AM 0 6:15 PM 4 6:15 AM 4 6:15 PM 9 6:15 AM 4 6:15 PM 13 6:30 AM 6 6:30 PM 7 6:30 AM 10 6:30 PM 8 6:30 AM 16 6:30 PM 15 6:45 AM 10 19 6:45 PM 7 27 6:45 AM 18 35 6:45 PM 12 38 6:45 AM 28 54 6:45 PM 19 65 7:00 AM 9 7:00 PM 8 7:00 AM 24 7:00 PM 6 7:00 AM 33 7:00 PM 14 7:15 AM 6 7:15 PM 7 7:15 AM 16 7:15 PM 3 7:15 AM 22 7:15 PM 10 7:30 AM 13 7:30 PM 2 7:30 AM 16 7:30 PM 2 7:30 AM 29 7:30 PM 4 7:45 AM 12 40 7:45 PM 3 20 7:45 AM 15 71 7:45 PM 6 17 7:45 AM 27 111 7:45 PM 9 37 8:00 AM 14 8:00 PM 8 8:00 AM 11 8:00 PM 3 8:00 AM 25 8:00 PM 11 8:15 AM 8 8:15 PM 2 8:15 AM 14 8:15 PM 5 8:15 AM 22 8:15 PM 7 8:30 AM 6 8:30 PM 5 8:30 AM 10 8:30 PM 3 8:30 AM 16 8:30 PM 8 8:45 AM 7 35 8:45 PM 7 22 8:45 AM 11 46 8:45 PM 8 19 8:45 AM 18 81 8:45 PM 15 41 9:00 AM 8 9:00 PM 0 9:00 AM 6 9:00 PM 3 9:00 AM 14 9:00 PM 3 9:15 AM 6 9:15 PM 0 9:15 AM 8 9:15 PM 2 9:15 AM 14 9:15 PM 2 9:30 AM 5 9:30 PM 1 9:30 AM 11 9:30 PM 1 9:30 AM 16 9:30 PM 2 9:45 AM 6 25 9:45 PM 2 3 9:45 AM 5 30 9:45 PM 0 6 9:45 AM 11 55 9:45 PM 2 9 10:00 AM 6 10:00 PM 1 10:00 AM 6 10:00 PM 0 10:00 AM 12 10:00 PM 1 10:15 AM 7 10:15 PM 3 10:15 AM 7 10:15 PM 3 10:15 AM 14 10:15 PM 6 10:30 AM 6 10:30 PM 2 10:30 AM 6 10:30 PM 1 10:30 AM 12 10:30 PM 3 10:45 AM 7 26 10:45 PM 3 9 10:45 AM 17 36 10:45 PM 0 4 10:45 AM 24 62 10:45 PM 3 13 11:00 AM 8 11:00 PM 6 11:00 AM 10 11:00 PM 4 11:00 AM 18 11:00 PM 10 11:15 AM 5 11:15 PM 2 11:15 AM 9 11:15 PM 0 11:15 AM 14 11:15 PM 2 11:30 AM 11 11:30 PM 2 11:30 AM 7 11:30 PM 0 11:30 AM 18 11:30 PM 2 11:45 AM 6 30 11:45 PM 2 12 11:45 AM 11 37 11:45 PM 2 6 11:45 AM 17 67 11:45 PM 4 18 Total Total Total Percent Percent Percent Day Total 544 Day Total 624 Day Total 1168 Peak Hour Peak Hour Peak Hour Volume Volume Volume P.H.F.P.H.F.P.H.F. NB SB Combined Prospect Avenue PDI File #: 228506 ATR‐C south of Bridge Road Northampton, MA Stantec/ R. Bryant Count Date: TBA Wednesday, March 23, 2022 Volume 60.87% 186 358 271 353 457 711 34.19% 65.81% 43.43% 56.57% 39.13% 3:30 PM7:30 AM 3:30 PM 6:45 AM 3:00 PM 6:45 AM 0.778 47 58 74 54 112 112 0.839 0.806 0.771 0.750 0.848 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Prospect Avenue south of Bridge Road City, State: Northampton, MA Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM0001000000000129.0 29.0 1:00 AM0000010000000136.0 36.0 2:00 AM0000110000000234.6 33.5 3:00 AM0000010000000135.0 35.0 4:00 AM0001001000000237.8 32.5 5:00 AM1001200000000431.7 25.8 6:00 AM00268300000001934.3 30.3 7:00 AM4118131300000004036.0 29.5 8:00 AM101916800000003535.9 30.7 9:00 AM112711300000002534.0 28.6 10:00 AM002711510000002636.0 31.6 11:00 AM113913300000003033.0 28.7 12:00 PM0101115600000003335.0 30.3 1:00 PM134914300000003433.0 28.0 2:00 PM13213251010000005535.0 30.2 3:00 PM2131525620000005434.1 29.8 4:00 PM10511191121000005036.0 31.3 5:00 PM231720411000003934.3 29.5 6:00 PM00589311000002735.1 30.6 7:00 PM00157610000002036.0 32.0 8:00 PM00166900000002236.9 32.3 9:00 PM0001110000000334.2 31.7 10:00 PM0002520000000934.6 32.0 11:00 PM00033600000001236.0 32.9 Total 15 14 33 140 224 105 10 30000054436.0 30.2 Percent 2.76% 2.57% 6.07% 25.74% 41.18% 19.30% 1.84% 0.55% 0.00% 0.00% 0.00% 0.00% 0.00% AM Peak 7:00 AM 7:00 AM 11:00 AM 8:00 AM 8:00 AM 7:00 AM 4:00 AM 7:00 AM Volume 41391613100000040 PM Peak 3:00 PM 1:00 PM 4:00 PM 3:00 PM 2:00 PM 4:00 PM 3:00 PM 4:00 PM 2:00 PM Volume 2 3 5 15 25 11 210000055 15th Percentile: 26.0 MPH Average Speed: 30.2 MPH Posted Speed Limit:30 MPH 50th Percentile: 31.0 MPH 10 MPH Pace: 27 to 36 MPH Number of Vehicles > 30 MPH: 293 85th Percentile: 36.0 MPH Number in Pace: 406 Percent of Vehicles > 30 MPH: 53.9% 95th Percentile: 37.0 MPH Percent in Pace: 74.6% Count Date PDI File #: 228506 ATR‐C NB Wednesday, March 23, 2022 Speed (60‐minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Prospect Avenue south of Bridge Road City, State: Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM0011000000000224.9 24.5 1:00 AM0000200000000232.6 31.5 2:00 AM000000000000000.00.0 3:00 AM0000010000000136.0 36.0 4:00 AM0000200000000234.0 34.0 5:00 AM0001620000000935.6 32.4 6:00 AM11010131000000003535.9 31.1 7:00 AM16215341201000007135.0 30.3 8:00 AM0141117850000004637.0 31.4 9:00 AM021713700000003035.0 30.8 10:00 AM0136151010000003635.0 31.3 11:00 AM013815640000003737.2 31.7 12:00 PM012920601000003935.0 30.7 1:00 PM1661117910000005135.0 28.3 2:00 PM161911520000003535.9 28.8 3:00 PM2141918910000005435.1 29.6 4:00 PM3301218800000004435.0 29.2 5:00 PM1141113730000004036.0 30.2 6:00 PM020919710000003835.5 31.5 7:00 PM10266200000001733.0 28.7 8:00 PM101211310000001936.2 30.6 9:00 PM0012300000000632.3 29.2 10:00 PM0010210000000435.2 30.0 11:00 PM0000222000000642.0 36.5 Total 12 32 36 149 257 115 21 20000062436.0 30.4 Percent 1.92% 5.13% 5.77% 23.88% 41.19% 18.43% 3.37% 0.32% 0.00% 0.00% 0.00% 0.00% 0.00% AM Peak 6:00 AM 7:00 AM 8:00 AM 7:00 AM 7:00 AM 7:00 AM 8:00 AM 7:00 AM 7:00 AM Volume 1 6 4 15 34 12 510000071 PM Peak 4:00 PM 1:00 PM 1:00 PM 3:00 PM 12:00 PM 1:00 PM 5:00 PM 12:00 PM 3:00 PM Volume 3 6 6 19 20 9310000054 15th Percentile: 25.0 MPH Average Speed: 30.4 MPH Posted Speed Limit:30 MPH 50th Percentile: 31.0 MPH 10 MPH Pace: 27 to 36 MPH Number of Vehicles > 30 MPH: 355 85th Percentile: 36.0 MPH Number in Pace: 439 Percent of Vehicles > 30 MPH: 56.9% 95th Percentile: 39.0 MPH Percent in Pace: 70.4% Count Date PDI File #: 228506 ATR‐C Northampton, MA SB Wednesday, March 23, 2022 Speed (60‐minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Prospect Avenue south of Bridge Road City, State: Client: Stantec/ R. Bryant Site Code: TBA Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM0012000000000327.8 26.0 1:00 AM0000210000000335.1 33.0 2:00 AM0000110000000234.6 33.5 3:00 AM0000020000000235.9 35.5 4:00 AM0001201000000437.3 33.3 5:00 AM10028200000001334.4 30.4 6:00 AM11216211300000005435.1 30.9 7:00 AM573234725010000011135.5 30.0 8:00 AM11520331650000008137.0 31.1 9:00 AM13314241000000005535.0 29.8 10:00 AM01513261520000006235.9 31.4 11:00 AM1261728940000006736.0 30.4 12:00 PM02220351201000007235.0 30.5 1:00 PM291020311210000008534.4 28.2 2:00 PM29322361530000009035.7 29.7 3:00 PM427344315300000010835.0 29.7 4:00 PM43523371921000009436.0 30.3 5:00 PM34518331141000007935.3 29.8 6:00 PM02517281021000006535.4 31.1 7:00 PM1031113810000003735.0 30.5 8:00 PM1028171210000004137.0 31.5 9:00 PM0013410000000932.8 30.0 10:00 PM00127300000001335.4 31.4 11:00 PM00035820000001836.9 34.1 Total 27 46 69 289 481 220 31 5000001168 36.0 30.3 Percent 2.31% 3.94% 5.91% 24.74% 41.18% 18.84% 2.65% 0.43% 0.00% 0.00% 0.00% 0.00% 0.00% AM Peak 7:00 AM 7:00 AM 11:00 AM 7:00 AM 7:00 AM 7:00 AM 8:00 AM 7:00 AM 7:00 AM Volume 5 7 6 23 47 25 5100000111 PM Peak 3:00 PM 1:00 PM 1:00 PM 3:00 PM 3:00 PM 4:00 PM 5:00 PM 12:00 PM 3:00 PM Volume 4 9 10 34 43 19 4100000108 15th Percentile: 26.0 MPH Average Speed: 30.3 MPH Posted Speed Limit:30 MPH 50th Percentile: 31.0 MPH 10 MPH Pace: 27 to 36 MPH Number of Vehicles > 30 MPH: 648 85th Percentile: 36.0 MPH Number in Pace: 845 Percent of Vehicles > 30 MPH: 55.5% 95th Percentile: 38.0 MPH Percent in Pace: 72.3% Count Date PDI File #: 228506 ATR‐C Northampton, MA Combined NB and SB Wednesday, March 23, 2022 Speed (60‐minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Crash Data and Crash Rate Calculations Crash Number City Town Name Crash Date Crash Severity Crash Time Number of Vehicles Light Conditions Manner of Collision Road Surface Condition Weather Conditions Latitude Longitude4328264 NORTHAMPTON 01/03/2017 Property damage only (none injured) 7:13 PM 2 Dark ‐ lighted roadway Angle Wet Rain 42.3383‐72.64954345754 NORTHAMPTON 03/17/2017 Non‐fatal injury 2:13 PM 1 Daylight Single vehicle crash Snow Clear 42.3383‐72.64954350329 NORTHAMPTON 04/05/2017 Property damage only (none injured) 12:03 PM 2 Daylight Rear‐end Wet Cloudy 42.3383‐72.64954428059 NORTHAMPTON 09/18/2017 Property damage only (none injured) 9:45 PM 1 Dark ‐ roadway not lighted Single vehicle crash Dry Clear 42.3383‐72.64954571025 NORTHAMPTON 07/10/2018 Property damage only (none injured) 5:55 PM 2 Daylight Rear‐end Dry Clear 42.3383‐72.64944634688 NORTHAMPTON 11/14/2018 Property damage only (none injured) 5:42 PM 2 Dark ‐ lighted roadway Rear‐end Dry Clear 42.3383‐72.64944693323 NORTHAMPTON 04/17/2019 Property damage only (none injured) 4:13 PM 2 Daylight Sideswipe, same direction Dry Clear 42.3383‐72.6494Data Level: CRASHQuery Type: SpatialCriteria: If you conducted an Advanced Query your SQL statement will be listed here Crash Number City Town Name Crash Date Crash Severity Crash Time Number of Vehicles Light Conditions Manner of Collision Road Surface Condition Weather Conditions Latitude Longitude4393893 NORTHAMPTON 06/30/2017 Property damage only (none injured) 3:26 PM 3 Daylight Rear‐end Dry Cloudy 42.3384‐72.64714456975 NORTHAMPTON 10/31/2017 Property damage only (none injured) 7:51 AM 2 Daylight Angle Dry Clear 42.3384‐72.64714470401 NORTHAMPTON 10/13/2017 Property damage only (none injured) 5:48 PM 3 Dark ‐ lighted roadway Rear‐end Dry Clear/Unknown 42.3384‐72.64714524949 NORTHAMPTON 03/28/2018 Property damage only (none injured) 9:32 AM 2 Daylight Rear‐end Dry Cloudy 42.3384‐72.64714527156 NORTHAMPTON 04/11/2018 Property damage only (none injured) 11:04 AM 2 Daylight Rear‐end Dry Clear/Other 42.3384‐72.64714529725 NORTHAMPTON 04/17/2018 Non‐fatal injury 11:41 AM 2 Daylight Rear‐end Dry Cloudy 42.3384‐72.64714688558 NORTHAMPTON 04/04/2019 Non‐fatal injury 8:09 AM 4 Daylight Rear‐end Dry Clear 42.3384‐72.6471Data Level: CRASHQuery Type: SpatialCriteria: If you conducted an Advanced Query your SQL statement will be listed here Crash Number City Town Name Crash Date Crash Severity Crash Time Number of Vehicles Light Conditions Manner of Collision Road Surface Condition Weather Conditions Latitude Longitude4356305 NORTHAMPTON 04/19/2017 Non‐fatal injury 9:53 AM 2 Daylight Rear‐end Dry Clear 42.33835267‐72.64827654Data Level: CRASHQuery Type: SpatialCriteria: If you conducted an Advanced Query your SQL statement will be listed here CITY/TOWN : Northampton COUNT DATE : DISTRICT : 2 UNSIGNALIZED :X SIGNALIZED : ~ INTERSECTION DATA ~ MAJOR STREET :Bridge Road MINOR STREET(S) :Hatfield Street North 3 1 2 PEAK HOUR VOLUMES 1 2 3 4 5 EB NB WB SB 850 232 627 1,709 0.100 17,090 7 # OF YEARS :3 AVERAGE # OF CRASHES PER YEAR ( A ) :2.33 0.37 RATE =( A * 1,000,000 ) ( V * 365 ) Comments : Project Title & Date: PEAK HOURLY VOLUMES (PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : TOTAL # OF CRASHES : CRASH RATE CALCULATION : APPROACH :Total Peak Hourly Approach VolumeDIRECTION : INTERSECTION CRASH RATE WORKSHEET INTERSECTION DIAGRAM (Label Approaches)Hatfield StBridge Road CITY/TOWN : Northampton COUNT DATE : DISTRICT : 2 UNSIGNALIZED :X SIGNALIZED : ~ INTERSECTION DATA ~ MAJOR STREET :Bridge Road MINOR STREET(S) :Hatfield Street Site Driveway 4 North 1 2 2 PEAK HOUR VOLUMES 1 2 3 4 5 WB NB EB SB 588 0 855 282 1,725 0.100 17,250 1 # OF YEARS :3 AVERAGE # OF CRASHES PER YEAR ( A ) :0.33 0.05 RATE =( A * 1,000,000 ) ( V * 365 ) Comments : Project Title & Date: APPROACH :Total Peak Hourly Approach VolumeDIRECTION : INTERSECTION CRASH RATE WORKSHEET INTERSECTION DIAGRAM (Label Approaches) PEAK HOURLY VOLUMES (PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : TOTAL # OF CRASHES : CRASH RATE CALCULATION :HatfieldStSiteDrivewayBridge Rd CITY/TOWN : Northampton COUNT DATE : DISTRICT : 2 UNSIGNALIZED :X SIGNALIZED : ~ INTERSECTION DATA ~ MAJOR STREET :Bridge Road MINOR STREET(S) :Prospect Avenue North 1 3 2 PEAK HOUR VOLUMES 1 2 3 4 5 WB NB EB 593 50 499 1,142 0.100 11,420 7 # OF YEARS :3 AVERAGE # OF CRASHES PER YEAR ( A ) :2.33 0.56 RATE =( A * 1,000,000 ) ( V * 365 ) Comments : Project Title & Date: APPROACH :Total Peak Hourly Approach VolumeDIRECTION : INTERSECTION CRASH RATE WORKSHEET INTERSECTION DIAGRAM (Label Approaches) PEAK HOURLY VOLUMES (PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : TOTAL # OF CRASHES : CRASH RATE CALCULATION :ProspectAveBridge Road Linda Manor Trip Generation Study Trip Generation Study ITE LUC:620 Linda Manor Nursing Home # of Beds:123 Leeds, MA Count: Tuesday, April 26, 2022 Weekday In Out Total In Out Total In Out Total AM Peak Hour of Street (7:00 AM)22 13 35 0.18 0.11 0.28 0.12 0.05 0.17 28 46 24 AM Peak Hour of Generator (6:30 AM)25 17 42 0.20 0.14 0.34 0.14 0.08 0.22 36 56 24 PM Peak Hour of Street (4:15 PM)9 21 30 0.07 0.17 0.24 0.07 0.15 0.22 36 40 31 PM Peak Hour of Generator (2:00 PM)19 36 55 0.15 0.29 0.45 0.15 0.22 0.37 60 73 31 Daily 216 234 450 1.76 1.90 3.66 1.53 1.53 3.06 499 596 404 ITE, Trip Generation, 10th Edition 163 163 Proposed Housing (60 units) Vehicle Trips Observed Trip Rate (trips/bed)ITE Trip Rate (trips/bed) Estimated Trips for Northampton Nursing Home (163 beds) ITE Rates Linda Manor Page 1 Location: Linda Manor Care Facility Location: b/w Assisted Liiving & Extended Care City, State: Northampton, Massachusetts Client: Stantec Innovative Data, LLC P.O. Pox 468 Belchertown, Massachusetts InnovativeDatallc.com or 413.668.5094 Start 26-Apr-22 Westbound Hour Totals Eastbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 2 0 3 12:15 0 2 0 4 12:30 0 2 0 4 12:45 0 5 1 11 0 6 0 17 1 28 01:00 0 7 0 3 01:15 0 6 0 4 01:30 0 6 0 4 01:45 0 6 0 25 0 2 0 13 0 38 02:00 0 17 1 1 02:15 0 3 0 5 02:30 0 7 0 6 02:45 0 9 0 36 0 7 1 19 1 55 03:00 0 10 0 6 03:15 0 8 0 2 03:30 0 7 0 1 03:45 0 3 0 28 1 7 1 16 1 44 04:00 0 8 0 5 04:15 0 3 0 1 04:30 1 2 2 3 04:45 0 3 1 16 1 2 3 11 4 27 05:00 0 13 0 3 05:15 0 2 2 2 05:30 0 2 1 3 05:45 2 4 2 21 5 1 8 9 10 30 06:00 0 1 2 1 06:15 0 3 3 2 06:30 1 3 7 3 06:45 4 4 5 11 9 2 21 8 26 19 07:00 8 4 6 1 07:15 4 2 3 0 07:30 0 2 3 1 07:45 1 5 13 13 10 2 22 4 35 17 08:00 0 0 5 0 08:15 0 1 1 0 08:30 1 1 6 0 08:45 2 0 3 2 4 0 16 0 19 2 09:00 2 2 2 0 09:15 1 0 1 0 09:30 1 0 5 0 09:45 5 1 9 3 4 0 12 0 21 3 10:00 2 1 3 0 10:15 4 0 2 0 10:30 2 0 3 2 10:45 4 2 12 3 6 2 14 4 26 7 11:00 1 5 4 2 11:15 2 2 1 0 11:30 3 1 4 0 11:45 4 1 10 9 5 1 14 3 24 12 Total 56 178 112 104 168 282 Percent 23.9%76.1% 51.9%48.1% 37.3%62.7% Grand Total 56 178 112 104 168 282 Percent 23.9%76.1% 51.9%48.1% 37.3%62.7% ADT ADT 450 AADT 450 Capacity Analysis Worksheets HCM 6th TWSC 2: Bridge Rd 04/12/2022 Existing AM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing AM Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 563 6 221 494 1 140 Future Vol, veh/h 563 6 221 494 1 140 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 4 44444 Mvmt Flow 593 6 233 520 1 147 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 599 0 1582 596 Stage 1 - - - - 596 - Stage 2 - - - - 986 - Critical Hdwy - - 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 968 - 118 500 Stage 1 - - - - 547 - Stage 2 - - - - 358 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 968 - 90 500 Mov Cap-2 Maneuver - - - - 90 - Stage 1 - - - - 547 - Stage 2 - - - - 272 - Approach EB WB NE HCM Control Delay, s 0 3.1 15.7 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 484 - - 968 - HCM Lane V/C Ratio 0.307 - - 0.24 - HCM Control Delay (s) 15.7 - - 9.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 1.3 - - 0.9 - HCM 6th TWSC 5: Site Drive/Hatfield St 04/12/2022 Existing AM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing AM Synchro 11 Report Stantec Page 2 Intersection Int Delay, s/veh 5.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 237 465 0 0 378 11 00010337 Future Vol, veh/h 237 465 0 0 378 11 00010337 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 4 44444444444 Mvmt Flow 249 489 0 0 398 12 00010355 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 410 0 0 489 0 0 1569 1397 489 1391 1391 404 Stage 1 ------987987-404404- Stage 2 ------582410-987987- Critical Hdwy 4.14 - - 4.14 - - 7.14 6.54 6.24 7.14 6.54 6.24 Critical Hdwy Stg 1 ------6.14 5.54 - 6.14 5.54 - Critical Hdwy Stg 2 ------6.14 5.54 - 6.14 5.54 - Follow-up Hdwy 2.236 - - 2.236 - - 3.536 4.036 3.336 3.536 4.036 3.336 Pot Cap-1 Maneuver 1138 - - 1064 - - 89 140 575 118 141 642 Stage 1 ------295323-619596- Stage 2 ------495592-295323- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1138 - - 1064 - - 33 109 575 98 110 642 Mov Cap-2 Maneuver ------33109-98110- Stage 1 ------230252-483596- Stage 2 ------221592-230252- Approach EB WB NB SB HCM Control Delay, s 3.1 0 0 17.8 HCM LOS A C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 1138 - - 1064 - - 632 HCM Lane V/C Ratio - 0.219 -----0.563 HCM Control Delay (s) 0 9 - - 0 - - 17.8 HCM Lane LOS A A - - A - - C HCM 95th %tile Q(veh) - 0.8 - - 0 - - 3.5 HCM 6th TWSC 9: Prospect Ave & Bridge Rd 04/12/2022 Existing AM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing AM Synchro 11 Report Stantec Page 3 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 446 22 32 371 16 29 Future Vol, veh/h 446 22 32 371 16 29 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 4 44444 Mvmt Flow 460 23 33 382 16 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 483 0 920 472 Stage 1 - - - - 472 - Stage 2 - - - - 448 - Critical Hdwy - - 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1069 - 298 588 Stage 1 - - - - 623 - Stage 2 - - - - 639 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1069 - 286 588 Mov Cap-2 Maneuver - - - - 286 - Stage 1 - - - - 623 - Stage 2 - - - - 614 - Approach EB WB NB HCM Control Delay, s 0 0.7 14.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 427 - - 1069 - HCM Lane V/C Ratio 0.109 - - 0.031 - HCM Control Delay (s) 14.5 - - 8.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.1 - HCM 6th TWSC 11: Hatfield St & Site Drive 04/12/2022 Existing AM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing AM Synchro 11 Report Stantec Page 4 Intersection Int Delay, s/veh 0 Movement NBL NBR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 0 0 141 0 0 227 Future Vol, veh/h 0 0 141 0 0 227 Conflicting Peds, #/hr 0 00000 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 153 0 0 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 400 153 0 0 153 0 Stage 1 153 ----- Stage 2 247 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 606 893 - - 1428 - Stage 1 875 ----- Stage 2 794 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 606 893 - - 1428 - Mov Cap-2 Maneuver 606 ----- Stage 1 875 ----- Stage 2 794 ----- Approach NB NE SW HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNBLn1 SWL SWT Capacity (veh/h) - - - 1428 - HCM Lane V/C Ratio ----- HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 2: Bridge Rd 04/12/2022 Existing PM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing PM Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 626 1 198 652 0 232 Future Vol, veh/h 626 1 198 652 0 232 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11111 Mvmt Flow 652 1 206 679 0 242 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 653 0 1744 653 Stage 1 - - - - 653 - Stage 2 - - - - 1091 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 939 - 96 469 Stage 1 - - - - 520 - Stage 2 - - - - 323 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 939 - 75 469 Mov Cap-2 Maneuver - - - - 75 - Stage 1 - - - - 520 - Stage 2 - - - - 252 - Approach EB WB NE HCM Control Delay, s 0 2.3 20.6 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 469 - - 939 - HCM Lane V/C Ratio 0.515 - - 0.22 - HCM Control Delay (s) 20.6 - - 9.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 2.9 - - 0.8 - HCM 6th TWSC 5: Site Drive/Hatfield St 04/12/2022 Existing PM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing PM Synchro 11 Report Stantec Page 2 Intersection Int Delay, s/veh 8.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 364 491 0 0 574 12 00070275 Future Vol, veh/h 364 491 0 0 574 12 00070275 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 1 11111111111 Mvmt Flow 379 511 0 0 598 13 00070286 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 611 0 0 511 0 0 2017 1880 511 1874 1874 605 Stage 1 ------1269 1269 - 605 605 - Stage 2 ------748611-1269 1269 - Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 973 - - 1059 - - 44 72 565 55 72 500 Stage 1 ------207240-486489- Stage 2 ------406486-207240- Platoon blocked, % - - - - Mov Cap-1 Maneuver 973 - - 1059 - - 13 44 565 38 44 500 Mov Cap-2 Maneuver ------1344-3844- Stage 1 ------126146-296489- Stage 2 ------173486-126146- Approach EB WB NB SB HCM Control Delay, s 4.7 0 0 39.1 HCM LOS A E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 973 - - 1059 - - 384 HCM Lane V/C Ratio - 0.39 -----0.765 HCM Control Delay (s) 0 11 - - 0 - - 39.1 HCM Lane LOS A B - - A - - E HCM 95th %tile Q(veh) - 1.9 - - 0 - - 6.3 HCM 6th TWSC 9: Prospect Ave & Bridge Rd 04/12/2022 Existing PM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing PM Synchro 11 Report Stantec Page 3 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 480 19 23 570 15 35 Future Vol, veh/h 480 19 23 570 15 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop 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, % 1 11111 Mvmt Flow 533 21 26 633 17 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 554 0 1229 544 Stage 1 - - - - 544 - Stage 2 - - - - 685 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 1021 - 197 541 Stage 1 - - - - 584 - Stage 2 - - - - 502 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1021 - 189 541 Mov Cap-2 Maneuver - - - - 189 - Stage 1 - - - - 584 - Stage 2 - - - - 482 - Approach EB WB NB HCM Control Delay, s 0 0.3 17.3 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 347 - - 1021 - HCM Lane V/C Ratio 0.16 - - 0.025 - HCM Control Delay (s) 17.3 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.6 - - 0.1 - HCM 6th TWSC 11: Hatfield St & Site Drive 04/12/2022 Existing PM Northampton Bridge Rd Traffic Volumes 9:24 am 04/12/2022 Existing PM Synchro 11 Report Stantec Page 4 Intersection Int Delay, s/veh 0 Movement NBL NBR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 0 0 199 0 0 232 Future Vol, veh/h 0 0 199 0 0 232 Conflicting Peds, #/hr 0 00000 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 216 0 0 252 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 468 216 0 0 216 0 Stage 1 216 ----- Stage 2 252 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 553 824 - - 1354 - Stage 1 820 ----- Stage 2 790 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 553 824 - - 1354 - Mov Cap-2 Maneuver 553 ----- Stage 1 820 ----- Stage 2 790 ----- Approach NB NE SW HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NET NERNBLn1 SWL SWT Capacity (veh/h) - - - 1354 - HCM Lane V/C Ratio ----- HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 2: Bridge Rd 04/12/2022 Future Build AM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 564 7 222 497 4 142 Future Vol, veh/h 564 7 222 497 4 142 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 4 44444 Mvmt Flow 594 7 234 523 4 149 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 601 0 1589 598 Stage 1 - - - - 598 - Stage 2 - - - - 991 - Critical Hdwy - - 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 967 - 117 499 Stage 1 - - - - 545 - Stage 2 - - - - 356 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 967 - 89 499 Mov Cap-2 Maneuver - - - - 89 - Stage 1 - - - - 545 - Stage 2 - - - - 270 - Approach EB WB NE HCM Control Delay, s 0 3.1 17.4 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 443 - - 967 - HCM Lane V/C Ratio 0.347 - - 0.242 - HCM Control Delay (s) 17.4 - - 9.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 1.5 - - 0.9 - HCM 6th TWSC 5: Site Drive/Hatfield St 04/12/2022 Future Build AM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 2 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 238 466 1 2 378 11 32611337 Future Vol, veh/h 238 466 1 2 378 11 32611337 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 4 44444444444 Mvmt Flow 251 491 1 2 398 12 32611355 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 410 0 0 492 0 0 1580 1408 492 1406 1402 404 Stage 1 ------994994-408408- Stage 2 ------586414-998994- Critical Hdwy 4.14 - - 4.14 - - 7.14 6.54 6.24 7.14 6.54 6.24 Critical Hdwy Stg 1 ------6.14 5.54 - 6.14 5.54 - Critical Hdwy Stg 2 ------6.14 5.54 - 6.14 5.54 - Follow-up Hdwy 2.236 - - 2.236 - - 3.536 4.036 3.336 3.536 4.036 3.336 Pot Cap-1 Maneuver 1138 - - 1061 - - 87 137 573 116 139 642 Stage 1 ------293320-616593- Stage 2 ------493590-291320- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1138 - - 1061 - - 32 106 573 94 108 642 Mov Cap-2 Maneuver ------32106-94108- Stage 1 ------228249-480592- Stage 2 ------220589-222249- Approach EB WB NB SB HCM Control Delay, s 3.1 0 51.4 18.3 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 89 1138 - - 1061 - - 622 HCM Lane V/C Ratio 0.13 0.22 - - 0.002 - - 0.574 HCM Control Delay (s) 51.4 9.1 - - 8.4 0 - 18.3 HCM Lane LOS F A - - A A - C HCM 95th %tile Q(veh) 0.4 0.8 - - 0 - - 3.6 HCM 6th TWSC 9: Prospect Ave & Bridge Rd 04/12/2022 Future Build AM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 3 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 452 23 32 373 16 29 Future Vol, veh/h 452 23 32 373 16 29 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 4 44444 Mvmt Flow 466 24 33 385 16 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 490 0 929 478 Stage 1 - - - - 478 - Stage 2 - - - - 451 - Critical Hdwy - - 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1063 - 295 583 Stage 1 - - - - 620 - Stage 2 - - - - 637 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1063 - 283 583 Mov Cap-2 Maneuver - - - - 283 - Stage 1 - - - - 620 - Stage 2 - - - - 612 - Approach EB WB NB HCM Control Delay, s 0 0.7 14.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 423 - - 1063 - HCM Lane V/C Ratio 0.11 - - 0.031 - HCM Control Delay (s) 14.6 - - 8.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.1 - HCM 6th TWSC 11: Hatfield St & Site Drive 04/12/2022 Future Build AM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 4 Intersection Int Delay, s/veh 0.3 Movement NBL NBR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 3 5 141 1 2 227 Future Vol, veh/h 3 5 141 1 2 227 Conflicting Peds, #/hr 0 00000 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 3 5 153 1 2 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 405 154 0 0 154 0 Stage 1 154 ----- Stage 2 251 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 602 892 - - 1426 - Stage 1 874 ----- Stage 2 791 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 601 892 - - 1426 - Mov Cap-2 Maneuver 601 ----- Stage 1 874 ----- Stage 2 789 ----- Approach NB NE SW HCM Control Delay, s 9.8 0 0.1 HCM LOS A Minor Lane/Major Mvmt NET NERNBLn1 SWL SWT Capacity (veh/h) - - 755 1426 - HCM Lane V/C Ratio - - 0.012 0.002 - HCM Control Delay (s) - - 9.8 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 2: Bridge Rd 04/12/2022 Future Build PM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build PM Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 629 4 200 654 2 233 Future Vol, veh/h 629 4 200 654 2 233 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11111 Mvmt Flow 655 4 208 681 2 243 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 659 0 1754 657 Stage 1 - - - - 657 - Stage 2 - - - - 1097 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 934 - 94 467 Stage 1 - - - - 518 - Stage 2 - - - - 321 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 934 - 73 467 Mov Cap-2 Maneuver - - - - 73 - Stage 1 - - - - 518 - Stage 2 - - - - 249 - Approach EB WB NE HCM Control Delay, s 0 2.3 22.5 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 446 - - 934 - HCM Lane V/C Ratio 0.549 - - 0.223 - HCM Control Delay (s) 22.5 - - 10 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 3.2 - - 0.9 - HCM 6th TWSC 5: Site Drive/Hatfield St 04/12/2022 Future Build PM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build PM Synchro 11 Report Stantec Page 2 Intersection Int Delay, s/veh 10.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 365 492 3 7 575 12 21472276 Future Vol, veh/h 365 492 3 7 575 12 21472276 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 1 11111111111 Mvmt Flow 380 513 3 7 599 13 21472288 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 612 0 0 516 0 0 2040 1901 515 1897 1896 606 Stage 1 ------1275 1275 - 620 620 - Stage 2 ------765626-1277 1276 - Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 972 - - 1055 - - 42 69 562 53 70 499 Stage 1 ------206239-477481- Stage 2 ------397478-205239- Platoon blocked, % - - - - Mov Cap-1 Maneuver 972 - - 1055 - - 12 42 562 36 42 499 Mov Cap-2 Maneuver ------1242-3642- Stage 1 ------125146-290476- Stage 2 ------166473-123146- Approach EB WB NB SB HCM Control Delay, s 4.7 0.1 133.1 48.9 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 35 972 - - 1055 - - 358 HCM Lane V/C Ratio 0.208 0.391 - - 0.007 - - 0.829 HCM Control Delay (s) 133.1 11.1 - - 8.4 0 - 48.9 HCM Lane LOS F B - - A A - E HCM 95th %tile Q(veh) 0.7 1.9 - - 0 - - 7.4 HCM 6th TWSC 9: Prospect Ave & Bridge Rd 04/12/2022 Future Build PM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build PM Synchro 11 Report Stantec Page 3 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 484 20 23 577 16 35 Future Vol, veh/h 484 20 23 577 16 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop 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, % 1 11111 Mvmt Flow 538 22 26 641 18 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 560 0 1242 549 Stage 1 - - - - 549 - Stage 2 - - - - 693 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 1016 - 194 537 Stage 1 - - - - 581 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1016 - 186 537 Mov Cap-2 Maneuver - - - - 186 - Stage 1 - - - - 581 - Stage 2 - - - - 478 - Approach EB WB NB HCM Control Delay, s 0 0.3 17.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 337 - - 1016 - HCM Lane V/C Ratio 0.168 - - 0.025 - HCM Control Delay (s) 17.8 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.6 - - 0.1 - HCM 6th TWSC 11: Hatfield St & Site Drive 04/12/2022 Future Build PM Northampton Bridge Rd Traffic Volumes 1:20 pm 04/12/2022 Future Build PM Synchro 11 Report Stantec Page 4 Intersection Int Delay, s/veh 0.2 Movement NBL NBR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 2 3 232 3 5 199 Future Vol, veh/h 2 3 232 3 5 199 Conflicting Peds, #/hr 0 00000 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 2 3 252 3 5 216 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 480 254 0 0 255 0 Stage 1 254 ----- Stage 2 226 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 545 785 - - 1310 - Stage 1 788 ----- Stage 2 812 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 543 785 - - 1310 - Mov Cap-2 Maneuver 543 ----- Stage 1 788 ----- Stage 2 809 ----- Approach NB NE SW HCM Control Delay, s 10.5 0 0.2 HCM LOS B Minor Lane/Major Mvmt NET NERNBLn1 SWL SWT Capacity (veh/h) - - 666 1310 - HCM Lane V/C Ratio - - 0.008 0.004 - HCM Control Delay (s) - - 10.5 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 2: Bridge Rd 04/12/2022 Future Build AM R Northampton Bridge Rd Traffic Volumes 2:31 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 3.6 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 564 7 225 497 7 144 Future Vol, veh/h 564 7 225 497 7 144 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 4 44444 Mvmt Flow 594 7 237 523 7 152 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 601 0 1595 598 Stage 1 - - - - 598 - Stage 2 - - - - 997 - Critical Hdwy - - 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 967 - 116 499 Stage 1 - - - - 545 - Stage 2 - - - - 354 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 967 - 88 499 Mov Cap-2 Maneuver - - - - 88 - Stage 1 - - - - 545 - Stage 2 - - - - 267 - Approach EB WB NE HCM Control Delay, s 0 3.1 19.2 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 410 - - 967 - HCM Lane V/C Ratio 0.388 - - 0.245 - HCM Control Delay (s) 19.2 - - 9.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 1.8 - - 1 - HCM 6th TWSC 5: Site Drive/Hatfield St 04/12/2022 Future Build AM R Northampton Bridge Rd Traffic Volumes 2:31 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 2 Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 240 466 1 0 390 11 00610338 Future Vol, veh/h 240 466 1 0 390 11 00610338 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 4 44444444444 Mvmt Flow 253 491 1 0 411 12 00610356 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 423 0 0 492 0 0 1593 1421 492 1418 1415 417 Stage 1 ------998998-417417- Stage 2 ------595423-1001 998 - Critical Hdwy 4.14 - - 4.14 - - 7.14 6.54 6.24 7.14 6.54 6.24 Critical Hdwy Stg 1 ------6.14 5.54 - 6.14 5.54 - Critical Hdwy Stg 2 ------6.14 5.54 - 6.14 5.54 - Follow-up Hdwy 2.236 - - 2.236 - - 3.536 4.036 3.336 3.536 4.036 3.336 Pot Cap-1 Maneuver 1126 - - 1061 - - 86 135 573 113 136 632 Stage 1 ------291319-609588- Stage 2 ------487584-290319- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1126 - - 1061 - - 31 105 573 92 105 632 Mov Cap-2 Maneuver ------31105-92105- Stage 1 ------226247-472588- Stage 2 ------213584-222247- Approach EB WB NB SB HCM Control Delay, s 3.1 0 11.4 18.3 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 573 1126 - - 1061 - - 621 HCM Lane V/C Ratio 0.011 0.224 -----0.575 HCM Control Delay (s) 11.4 9.1 - - 0 - - 18.3 HCM Lane LOS B A - - A - - C HCM 95th %tile Q(veh) 0 0.9 - - 0 - - 3.6 HCM 6th TWSC 9: Prospect Ave & Bridge Rd 04/12/2022 Future Build AM R Northampton Bridge Rd Traffic Volumes 2:31 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 3 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 452 23 32 373 16 29 Future Vol, veh/h 452 23 32 373 16 29 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 4 44444 Mvmt Flow 466 24 33 385 16 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 490 0 929 478 Stage 1 - - - - 478 - Stage 2 - - - - 451 - Critical Hdwy - - 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1063 - 295 583 Stage 1 - - - - 620 - Stage 2 - - - - 637 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1063 - 283 583 Mov Cap-2 Maneuver - - - - 283 - Stage 1 - - - - 620 - Stage 2 - - - - 612 - Approach EB WB NB HCM Control Delay, s 0 0.7 14.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 423 - - 1063 - HCM Lane V/C Ratio 0.11 - - 0.031 - HCM Control Delay (s) 14.6 - - 8.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.1 - HCM 6th TWSC 11: Hatfield St & Site Drive 04/12/2022 Future Build AM R Northampton Bridge Rd Traffic Volumes 2:31 pm 04/12/2022 Future Build AM Synchro 11 Report Stantec Page 4 Intersection Int Delay, s/veh 0.4 Movement NBL NBR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 3 10 141 1 5 227 Future Vol, veh/h 3 10 141 1 5 227 Conflicting Peds, #/hr 0 00000 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 3 11 153 1 5 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 411 154 0 0 154 0 Stage 1 154 ----- Stage 2 257 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 597 892 - - 1426 - Stage 1 874 ----- Stage 2 786 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 595 892 - - 1426 - Mov Cap-2 Maneuver 595 ----- Stage 1 874 ----- Stage 2 783 ----- Approach NB NE SW HCM Control Delay, s 9.6 0 0.2 HCM LOS A Minor Lane/Major Mvmt NET NERNBLn1 SWL SWT Capacity (veh/h) - - 800 1426 - HCM Lane V/C Ratio - - 0.018 0.004 - HCM Control Delay (s) - - 9.6 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 2: Bridge Rd 04/12/2022 Future Build PM R Northampton Bridge Rd Traffic Volumes 2:06 pm 04/12/2022 Future Build PM Right In/Out only Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 4.6 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 629 4 209 654 4 234 Future Vol, veh/h 629 4 209 654 4 234 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11111 Mvmt Flow 655 4 218 681 4 244 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 659 0 1774 657 Stage 1 - - - - 657 - Stage 2 - - - - 1117 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 934 - 92 467 Stage 1 - - - - 518 - Stage 2 - - - - 314 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 934 - 71 467 Mov Cap-2 Maneuver - - - - 71 - Stage 1 - - - - 518 - Stage 2 - - - - 241 - Approach EB WB NE HCM Control Delay, s 0 2.4 24.5 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 427 - - 934 - HCM Lane V/C Ratio 0.581 - - 0.233 - HCM Control Delay (s) 24.5 - - 10 - HCM Lane LOS C - - B - HCM 95th %tile Q(veh) 3.6 - - 0.9 - HCM 6th TWSC 2: Bridge Rd 04/12/2022 Future Build PM R Northampton Bridge Rd Traffic Volumes 2:06 pm 04/12/2022 Future Build PM Right In/Out only Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 4.6 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 629 4 209 654 4 234 Future Vol, veh/h 629 4 209 654 4 234 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 110 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11111 Mvmt Flow 655 4 218 681 4 244 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 659 0 1774 657 Stage 1 - - - - 657 - Stage 2 - - - - 1117 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 934 - 92 467 Stage 1 - - - - 518 - Stage 2 - - - - 314 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 934 - 71 467 Mov Cap-2 Maneuver - - - - 71 - Stage 1 - - - - 518 - Stage 2 - - - - 241 - Approach EB WB NE HCM Control Delay, s 0 2.4 24.5 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 427 - - 934 - HCM Lane V/C Ratio 0.581 - - 0.233 - HCM Control Delay (s) 24.5 - - 10 - HCM Lane LOS C - - B - HCM 95th %tile Q(veh) 3.6 - - 0.9 - HCM 6th TWSC 5: Site Drive/Hatfield St 04/12/2022 Future Build PM R Northampton Bridge Rd Traffic Volumes 2:06 pm 04/12/2022 Future Build PM Right In/Out only Synchro 11 Report Stantec Page 2 Intersection Int Delay, s/veh 9.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 366 492 3 0 582 12 00470278 Future Vol, veh/h 366 492 3 0 582 12 00470278 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 140 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 1 11111111111 Mvmt Flow 381 513 3 0 606 13 00470290 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 619 0 0 516 0 0 2035 1896 515 1892 1891 613 Stage 1 ------1277 1277 - 613 613 - Stage 2 ------758619-1279 1278 - Critical Hdwy 4.11 - - 4.11 - - 7.11 6.51 6.21 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.11 5.51 - 6.11 5.51 - Critical Hdwy Stg 2 ------6.11 5.51 - 6.11 5.51 - Follow-up Hdwy 2.209 - - 2.209 - - 3.509 4.009 3.309 3.509 4.009 3.309 Pot Cap-1 Maneuver 966 - - 1055 - - 42 70 562 54 70 494 Stage 1 ------205238-481485- Stage 2 ------401482-205238- Platoon blocked, % - - - - Mov Cap-1 Maneuver 966 - - 1055 - - 12 42 562 37 42 494 Mov Cap-2 Maneuver ------1242-3742- Stage 1 ------124144-291485- Stage 2 ------166482-123144- Approach EB WB NB SB HCM Control Delay, s 4.7 0 11.5 41.4 HCM LOS B E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 562 966 - - 1055 - - 379 HCM Lane V/C Ratio 0.007 0.395 -----0.783 HCM Control Delay (s) 11.5 11.1 - - 0 - - 41.4 HCM Lane LOS B B - - A - - E HCM 95th %tile Q(veh) 0 1.9 - - 0 - - 6.6 HCM 6th TWSC 9: Prospect Ave & Bridge Rd 04/12/2022 Future Build PM R Northampton Bridge Rd Traffic Volumes 2:06 pm 04/12/2022 Future Build PM Right In/Out only Synchro 11 Report Stantec Page 3 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 484 20 23 577 16 35 Future Vol, veh/h 484 20 23 577 16 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop 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, % 1 11111 Mvmt Flow 538 22 26 641 18 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 560 0 1242 549 Stage 1 - - - - 549 - Stage 2 - - - - 693 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 1016 - 194 537 Stage 1 - - - - 581 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1016 - 186 537 Mov Cap-2 Maneuver - - - - 186 - Stage 1 - - - - 581 - Stage 2 - - - - 478 - Approach EB WB NB HCM Control Delay, s 0 0.3 17.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 337 - - 1016 - HCM Lane V/C Ratio 0.168 - - 0.025 - HCM Control Delay (s) 17.8 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.6 - - 0.1 - HCM 6th TWSC 11: Hatfield St & Site Drive 04/12/2022 Future Build PM R Northampton Bridge Rd Traffic Volumes 2:06 pm 04/12/2022 Future Build PM Right In/Out only Synchro 11 Report Stantec Page 4 Intersection Int Delay, s/veh 0.4 Movement NBL NBR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 2 6 232 3 14 199 Future Vol, veh/h 2 6 232 3 14 199 Conflicting Peds, #/hr 0 00000 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 2 7 252 3 15 216 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 500 254 0 0 255 0 Stage 1 254 ----- Stage 2 246 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 530 785 - - 1310 - Stage 1 788 ----- Stage 2 795 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 523 785 - - 1310 - Mov Cap-2 Maneuver 523 ----- Stage 1 788 ----- Stage 2 785 ----- Approach NB NE SW HCM Control Delay, s 10.2 0 0.5 HCM LOS B Minor Lane/Major Mvmt NET NERNBLn1 SWL SWT Capacity (veh/h) - - 698 1310 - HCM Lane V/C Ratio - - 0.012 0.012 - HCM Control Delay (s) - - 10.2 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 9: Prospect Ave & Bridge Rd 05/04/2022 Future Build PM R 2 Northampton Bridge Rd Traffic Volumes 9:09 am 05/04/2022 Future Build PM Synchro 11 Report Stantec Page 1 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 484 20 30 570 16 35 Future Vol, veh/h 484 20 30 570 16 35 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop 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, % 1 11111 Mvmt Flow 538 22 33 633 18 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 560 0 1248 549 Stage 1 - - - - 549 - Stage 2 - - - - 699 - Critical Hdwy - - 4.11 - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.209 - 3.509 3.309 Pot Cap-1 Maneuver - - 1016 - 192 537 Stage 1 - - - - 581 - Stage 2 - - - - 495 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1016 - 182 537 Mov Cap-2 Maneuver - - - - 182 - Stage 1 - - - - 581 - Stage 2 - - - - 470 - Approach EB WB NB HCM Control Delay, s 0 0.4 18 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 333 - - 1016 - HCM Lane V/C Ratio 0.17 - - 0.033 - HCM Control Delay (s) 18 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.6 - - 0.1 - 737 Bridge Road Section 5 Stormwater Management 1. Project / Site Information Project / Site Name: Project Street / Location: Assessor’s Map: Parcel(s): Estimated Area to be Disturbed (ft2): Total Area of Impervious Surfaces: Existing Proposed (paved, parking, decks, roofs, etc.) (ft2) Project Type (check one) Permit Review and Inspection Fee Residential Site (1 unit and 1-5 Acres Disturbed)$700 Residential Site (1 unit and greater than 5 Acres Disturbed)$1,100 Minor Residential Subdivision (1 lot and disturbing 1 to 5 acres of land) $700 or $1 per linear foot of roadway or common driveway (whichever is greater) Residential Subdivision (2 or more units in a common plan of development) $2000 or $2 per linear foot of roadway or common driveway (whichever is greater) Other Residential such as Townhouse or Retirement Development (2 or more units in a common plan of development) $700 per acre disturbed (maximum of $5,000) Commercial Subdivision $2000 or $2 per linear foot of roadway or common driveway (whichever is greater) Commercial or Industrial Site $700 per acre disturbed (maximum of $5,000) Land Disturbance Only (No change in site use or buildings. May include reconstruction of parking lots, roads, and driveways; utility work; and lawn and landscaping work.) $100 per acre disturbed 2. Applicant Information 3. Owner Information (if different from Applicant) Name: Address: Telephone: E-Mail: 4. Certification I herby certify that the information contained herein including all attachments is true, accurate and complete to the best of my knowledge. Further, I grant the Northampton Department of Public Works and its agents permission to enter the property to review this application and make inspections during and after construction. Applicant’s Signature Date Owner’s Signature Date STORMWATER MANAGEMENT PERMIT APPLICATION Fee Paid: Date Paid: Permit #: ( For DPW use only) City of Northampton Department of Public Works Prospect Place Owner LLC c/o Valley CDC, 256 Pleasant St, Suite A, Northampton, MA 01060 By: Prospect Place GM LLC, a Massachusetts limited liability company, its managing member By: Valley Community Development Corporation, a Massachusetts nonprofit corporation, its managing member By: Alexis Breiteneicher Schneeflock Title: Executive Director ww@valleycdc.org Prospect Place Same as Applicant N/A - Same as Applicant9/23/22 737 Bridge Road, Northampton, MA 197,117 SF / 4.53 AC 108,777 SF 108,573 SF X (413) 586-5855 18C 048-001 STONEFIELD STONEFIELDENG.COM O FFICE P HONE 617.203.2076 STORMWATER MANAGEMENT POLLUTION PREVENTION PLAN VALLEY COMMUNITY DEVELOPMENT PROPOSED PROSPECT PLACE DEVELOPMENT PARCEL ID: 18C-048-001 737 BRIDGE ROAD CITY OF NORTHAMPTON HAMPSHIRE COUNTY, MASSACHUSETTS PREPARED FOR: VALLEY COMMUNITY DEVELOPMENT PREPARED BY: STONEFIELD ENGINEERING & DESIGN, LLC 120 WASHINGTON STREET, SUITE 201 SALEM, MA REPORT DATE: SEPTEMBER 23, 2022 JAKE MODESTOW, PE MA PE LICENSE #55253 I CERTIFY UNDER PENALTY OF LAW THAT I HAVE PERSONALLY EXAMINED AND AM FAMILIAR WITH THE INFORMATION SUBMITTED IN THIS DOCUMENT AND ALL ATTACHMENTS AND THAT, BASED ON MY INQUIRY OF THOSE INDIVIDUALS IMMEDIATELY RESPONSIBLE FOR OBTAINING AND PREPARING THE INFORMATION, I BELIEVE THAT THE INFORMATION IS TRUE, ACCURATE, AND COMPLETE. I AM AWARE THAT THERE ARE SIGNIFICANT PENALTIES FOR KNOWINGLY SUBMITTING FALSE INFORMATION, INCLUDING THE POSSIBILITY OF FINE AND IMPRISONMENT. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 REPORT CONTENTS 1.0 PROJECT DESCRIPTION ............................................................................... 1 2.0 EXISTING CONDITIONS ............................................................................... 1 EXISTING SITE DEVELOPMENT ......................................................................................................... 1 EXISTING TOPOGRAPHY .................................................................................................................... 1 PROJECT SITE SOILS ............................................................................................................................. 2 WATERSHED / RECEIVING WATERS – TMDL DESIGNATION ..................................................... 2 EXISTING ENVIRONMENTAL INVENTORY ..................................................................................... 3 3.0 PROPOSED CONDITIONS ............................................................................. 3 PROPOSED SITE DEVELOPMENT ...................................................................................................... 3 PROPOSED TOPOGRAPHY ................................................................................................................. 3 ANTICIPATED ENVIRONMENTAL INVENTORY IMPACTS .......................................................... 3 4.0 STORMWATER MANAGEMENT METHODOLOGY & PARAMETERS ................. 4 HYDROLOGIC METHODOLOGY ........................................................................................................ 4 5.0 STORMWATER ANALYSIS ............................................................................ 4 EXISTING DRAINAGE AREAS ............................................................................................................. 4 PROPOSED DRAINAGE AREAS ........................................................................................................... 5 STORMWATER MANAGEMENT DESIGN PARAMETERS .............................................................. 5 STANDARD 1 – STORMWATER DISCHARGE ................................................................................................ 6 STANDARD 2 – STORMWATER QUANTITY ................................................................................................. 6 STANDARD 3 – GROUNDWATER RECHARGE .............................................................................................. 7 STANDARD 4 – STORMWATER QUALITY CONTROL .................................................................................. 8 STANDARD 5 – HIGH POLLUTANT LOADS ................................................................................................. 8 STANDARD 6 – CRITICAL AREAS ................................................................................................................ 8 STANDARD 7 – REDEVELOPMENT PROJECT ................................................................................................ 8 STANDARD 8 – EROSION, SEDIMENTATION, AND POLLUTION PREVENTION PLAN .................................. 8 STANDARD 9 – STORMWATER FACILITY OPERATIONS AND MAINTENANCE ............................................ 9 STANDARD 10 – ILLICIT DISCHARGES ........................................................................................................ 9 6.0 EROSION, SEDIMENTATION, AND POLLUTION PREVENTION ....................... 9 TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ................................................................... 9 PERMANENT EROSION AND SEDIMENT CONTROL MEASURES ................................................................. 11 CONSTRUCTION PHASING PLAN AND SEQUENCE OF OPERATIONS ....................................................... 11 STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 FINAL SITE STABILIZATION ...................................................................................................................... 11 7.0 STORMWATER FACILITY OPERATIONS AND MAINTENANCE ..................... 11 MAINTENANCE EQUIPMENT AND PERSONNEL ........................................................................................ 12 GENERAL MAINTENANCE – STREETS AND PARKING AREAS .................................................................... 12 GENERAL MAINTENANCE – WINTER ROAD MAINTENANCE ................................................................... 13 GENERAL MAINTENANCE – STRUCTURAL STORMWATER BMPS ............................................................ 14 STORMWATER CORRECTIVE MAINTENANCE ACTIONS ........................................................................... 15 INSPECTION AND LOGS OF ALL PREVENTATIVE AND CORRECTIVE MEASURES ...................................... 16 ANNUAL EVALUATION OF THE EFFECTIVENESS OF THE PLAN ................................................................ 17 8.0 CONCLUSIONS .......................................................................................... 17 9.0 REFERENCES .............................................................................................. 18 STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 APPENDICES PROJECT FIGURES ................................................................................................ A USGS LOCATION MAP ............................................................................................ FIGURE 1 TAX & ZONING MAP ............................................................................................... FIGURE 2 AERIAL MAP ............................................................................................................. FIGURE 3 FEMA MAP .............................................................................................................. FIGURE 4 OVERALL SITE PLAN (NOT TO SCALE) .................................................................... FIGURE 5 SOIL EROSION AND SEDIMENT CONTROL PLAN (NOT TO SCALE) ......................... FIGURE 6 NRCS SOILS REPORT ........................................................................................... B HYDROLOGIC & HYDRAULIC CALCULATIONS ..................................................... C HYDROCAD NODE SCHEMATIC DIAGRAM ...................................................................... C-1 HYDROCAD HYDROLOGIC CALCULATIONS .................................................................... C-2 2-YEAR STORM EVENT HYDROGRAPHS 10-YEAR STORM EVENT HYDROGRAPHS 100-YEAR STORM EVENT HYDROGRAPHS DRAINAGE AREA MAPS ........................................................................................ D EXISTING DRAINAGE AREA MAP .................................................................................. 1 OF 2 PROPOSED DRAINAGE AREA MAP ................................................................................ 2 OF 2 MASSDEP STORMWATER CHECKLIST .................................................................. E INSPECTION CHECKLISTS ..................................................................................... F GENERAL INSPECTION CHECKLIST LOG ........................................................................... F-1 GENERAL PREVENTATIVE MAINTENANCE LOG ................................................................ F-2 GENERAL CORRECTIVE MAINTENANCE LOG .................................................................... F-3 ANNUAL EVALUATION RECORD ....................................................................................... F-4 STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 1 1.0 PROJECT D ESCRIPTION Valley Community Development is proposing to redevelop Parcel 18C-048-001, commonly known as 737 Bridge Road, Northampton, Hampshire County, Massachusetts (herein referred to as the “project site”) to accommodate the retrofit of an existing nursing home into a 60-unit affordable housing complex. Additional improvements include parking facility improvements, utilities, landscaping, lighting, stormwater management systems and other associated site improvements. The property is located within the URB district of Northampton. The proposed development is bounded by Bridge Road to the north, Hatfield Street to the west, Prospect Avenue to the east, and residential dwellings to the south. The existing site is accessed via one (1) full movement access on Bridge Road and one (1) full movement access on Hatfield Street. Refer to APPENDIX A for project maps of the project site. The project site is 266,821 SF (6.13 acres), the extent of land disturbance is 197,117 SF (4.53 acres), and 204 SF (0.005 acres) of impervious surface will be removed with the development. The overall area utilized for analysis is 269,278 SF (6.18 AC). This Report has been prepared to analyze the potential stormwater runoff impacts of the proposed project site and outline proposed measures to conform to the stormwater management regulations set forth by the City of Northampton and the Massachusetts Department of Environmental Protection. 2.0 EXISTING C ONDITIONS EXISTING SITE DEVELOPMENT The project site fronts Bridge Road to the north and Hatfield Street to the west. The project site has been historically developed with a 36,782 SF, 2-story nursing home, as well as associated site improvements including utility and storm drain infrastructure, parking facilities and small accessory structures. The existing development is comprised of 108,777 SF of impervious area. An Aerial Map depicting the existing site conditions can be found in APPENDIX A. EXISTING TOPOGRAPHY The high points of the project site are along the southwestern portion of the site, directing runoff towards the central area of the site where it is captured by existing onsite storm drain structures and conveyance systems prior to discharging into the City’s municipal storm drain system. Additional discharge that bypasses the onsite system sheet flows directly to the Bridge Road right-of-way where in enters the municipal system. On-site topography slopes generally toward the north towards the Bridge Road right-of-way, with several low points interior to the STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 2 site where existing catch basins are located. Grades on site generally range from 2% to 10% within the previously developed and open space areas onsite. PROJECT SITE SOILS Soil mapping was obtained from the National Resource Conservation Service (NRCS) for the project site and immediate area. Generally, the project site is underlain with five (5) major soil groups. Overall, the soils drain well or excessively, and runoff flows overland directly to the municipal storm drain conveyance system. The table below provides a summary of soils for the project site: TABLE 1: NRCS SOIL MAPPING RESULTS Soil Unit Code Soil Description Approximate Project Coverage Drainage Class Hydrologic Soil Group 253A Hinckley loamy sand, 0-3% slopes 1.2% Excessively drained A 253B Hinckley loamy sand, 3-8% slopes 10.8% Excessively drained A 258B Amostown fine sandy loam, 3-8% slopes 11.5% Moderately well drained B 741A Armostown-Windor silty substratum-Urban Land Complex, 0-3% slopes 63.2% Moderately well drained A/B 749A Windsor loamy sand, silty substratum, 0-3% slopes 13.0% Somewhat excessively drained A Additional information regarding the NRCS soil mapping can be found in APPENDIX B. WATERSHED / RECEIVING WATERS – TMDL DESIGNATION Under existing conditions, the site drains to Northampton Municipal Storm Drain system that ultimately discharges to the Connecticut River, State Waterway ID MA34-04. The watershed for the development is part of the Dry Brook-Connecticut River watershed as defined by the United States Environmental Protection Agency for Community Waterway Mapping. Per the Massachusetts Year 2018/2020 Integrated List of Waters prepared by the Massachusetts Department of Environmental Protection, the Connecticut River is identified as an impaired water for Escherichia Coli and PCBs in fish tissue. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 3 EXISTING ENVIRONMENTAL INVENTORY Based on the effective FEMA flood insurance rate mapping (FEMA Map #2501670002A issued April 3, 1978), the entirety of the site is not located within the 100-year flood plain. The FEMA Map can be found in APPENDIX A of this Report. There are no federal (US Army Corps of Engineers) or state (MassDEP) regulated freshwater wetlands within 100 feet of the project site. Impacts to nearby freshwater wetlands are not anticipated with the proposed development. No records of endangered or threatened species sightings / suitable habitats are located within the vicinity of the proposed improvements. 3.0 PROPOSED C ONDITIONS PROPOSED SITE DEVELOPMENT The proposed redevelopment will consist of the retrofit of the existing Nursing Home onsite into a 60-unit affordable housing complex. There are no changes planned to the existing footprint of the building. Additional improvements include new site accesses, resurfacing of existing parking facilities, as well as additional new parking locations, multiple pedestrian pathways, utility improvements, storm drain infrastructure improvements, and new sidewalk offsite along Prospect Avenue. The site will be accessed via one (1) ingress and right-out only egress on Bridge Road and one (1) full movement access on Hatfield Street Refer to APPENDIX A for a half-size Overall Site Plan depicting the proposed project improvements. PROPOSED TOPOGRAPHY Project site topography and drainage patterns will generally remain very similar to existing conditions, with no planned grade changes in many locations; however, due to the need for more residentially friendly, ADA compliant grades (1.0% to 2.0%), have been provided along all accessible parking spaces and pedestrian walkways. ANTICIPATED ENVIRONMENTAL INVENTORY IMPACTS The proposed redevelopment will not disturb land within environmentally regulated areas (buffer areas, floodplains, sand dunes areas, floodways, and special flood zones). As such, permits for floodplain development and buffer zone disturbances will not be required to be obtained from the MassDEP to perform work for this development. The Township will remain apprised of the MassDEP permitting status as the project moves forward should it be determined to be required. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 4 4.0 STORMWATER M ANAGEMENT M ETHODOLOGY & PARAMETERS HYDROLOGIC METHODOLOGY The analysis program “HydroCAD” Version 10.0 by HydroCAD Software Solutions was utilized to calculate and plot the runoff hydrographs. The program incorporates the time of concentration, C values, rainfall data, and project drainage areas to calculate the runoff characteristics. The existing and proposed drainage areas have been analyzed utilizing Intensity-Duration-Frequency data obtained from NOAA for the project area; specifics of the rainfall distribution can be found in APPENDIX C. Additional key variables utilized in the analysis include: TABLE 2: HYDROCAD DESIGN VARIABLES Variable Input Variable Input Runoff Calculation Method SCS TR-20 NRCS Rainfall Frequency Data Set Hampshire Pervious/Impervious CN Calculations Separate Storm Intervals (Year Events) 2, 10, 100 Stage-Storage Relationship Dynamic Storm Duration 24 Hours Minimum time of concentration 6 minutes Storm Curve NOAA D Additional information regarding the hydrologic calculations can be found in APPENDIX C. 5.0 STORMWATER A NALYSIS EXISTING DRAINAGE AREAS Under current conditions, the project site is subdivided into one (1) drainage area discharging to one (1) point of interest (POI). POI-1 is an ultimate point of interest which is taken as the Municipal Stormwater Conveyance system, located within the Bridge Road right-of-way north of the property. This POI was chosen as all existing onsite storm drain conveyance systems, which capture the majority of the onsite runoff, discharges into the municipal system. Additionally, areas that bypass the onsite conveyance system discharge via sheet flow into the municipal system. See below for a short summary of each area: STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 5 TABLE 3: SUMMARY OF EXISTING DRAINAGE AREAS Drainage Area Description Area Extents Impervious Area Time of Concentration EX-1 (POI-1) Existing Drainage to Municipal Conveyance System 269,278 SF 108,777 SF 11.7 Minutes All existing drainage areas were delineated based on field surveying data. Hydrologic calculations and parameters for each drainage area can be found in APPENDIX C; specific drainage area delineations and land cover can be found in APPENDIX D. PROPOSED DRAINAGE AREAS Under proposed conditions, the general drainage patterns and ultimate point of interest will be maintained. The intent behind the proposed delineations is to reduce the amount of direct runoff to the municipal storm drain system. The development has been designed to maintain all of the same patterns, and the existing storm structures and conveyance system shall be improved and reutilized. See below for a short summary of each area: TABLE 4: SUMMARY OF PROPOSED DRAINAGE AREAS Drainage Area Description Area Extents Impervious Area Time of Concentration P-1 (POI-2) Proposed Drainage to Municipal Conveyance System 269,278 SF 108,573 SF 11.1 All proposed drainage areas were delineated based on the proposed grading design overlain on field survey data. Hydrologic calculations and parameters for each drainage area can be found in APPENDIX C; specific drainage area delineations and land cover can be found in APPENDIX D. STORMWATER MANAGEMENT DESIGN PARAMETERS The extent of redevelopment proposes to construct improvements upon a previously developed site which results in no net increase in impervious area. The amount of impervious coverage is decreased by 204 SF (0.005 AC); as such it is considered a redevelopment as defined in the City of Northampton Ordinances and the Massachusetts Stormwater Handbook Volume 1. A redevelopment is subject to Standards 1, 2, and 3 to the maximum extent practicable as well as the best management practices of Standards 4, 5, and 6. See below for a summary of each design parameter and compliance requirements: STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 6 TABLE 5: STORMWATER DESIGN STANDARDS SUMMARY Design Parameter Design Target for Compliance Standard 1: Stormwater Discharge Demonstrate that no new stormwater conveyances will discharge untreated stormwater directly to or cause erosion in wetlands or waters. Standard 2: Stormwater Quantity Demonstrate through hydrologic and hydraulic analysis that for stormwater leaving the site, post-construction runoff hydrographs for the 2-, 10-, and 100-year storm events do not exceed, at any point in time, the pre-construction runoff hydrographs for the same storm events. Standard 3: Groundwater Recharge Demonstrate through hydrologic and hydraulic analysis that the site and its stormwater management measure shall approximate average annual pre-construction groundwater recharge volume for the site. Standard 4: Stormwater Quality Stormwater management measures shall be designed to reduce the post-construction load of total suspended solids (TSS) in stormwater runoff generated from the water quality design storm by 80 percent of the anticipated load from existing and proposed impervious coverage onsite. Standard 5: High Pollutant Loads Demonstrate that the discharge of stormwater runoff from land uses with higher potential pollutant loads will be eliminated or reduced through complete protection from potential runoff or use of a specific structural BMP. Standard 6: Critical Areas The project does not lie within Zone II Areas, Interim Wellhead Protection Areas, Outstanding Resource Waters, Special Resources, Zone 1 or Zone A areas and therefore is exempt from meeting Standard 6 as it is not a pplicable to the development S TANDARD 1 – S TORMWATER D ISCHARGE No new stormwater conveyance discharges of untreated water are proposed directly to wetlands or waters of the Commonwealth. The ultimate discharge point of the development is the Municipal Stormwater Conveyance system, and the proposed development does not discharge directly to a water body or wetland and therefore complies S TANDARD 2 – S TORMWATER Q UANTITY As the proposed development reduces the amount of impervious area onsite, the peak flow rates will be naturally attenuated to be less than those within existing conditions. The tables below summarize the various drainage areas in relation to flow rates and runoff volume during regulatory storm events: TABLE 6: SUMMARY OF EXISTING DRAINAGE AREA FLOW RATES Drainage Area 2-Year Flow Rate 10-Year Flow Rate 100-Year Flow Rate EX-1 6.51 CFS 11.51 CFS 25.72 CFS TABLE 7: SUMMARY OF PROPOSED DRAINAGE AREA FLOW RATES Drainage Area 2-Year Flow Rate 10-Year Flow Rate 100-Year Flow Rate P-1 6.49 CFS 11.49 CFS 25.70 CFS STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 7 Under post-development conditions the runoff flow rates and volumes are reduced to the municipal storm drain system, The table below outlines the regulatory compliance parameters for runoff quantity on the project site: TABLE 8: STORMWATER RUNOFF QUANTITY COMPLIANCE SUMMARY (POI-1) Rainfall Event Existing Flow Rate Proposed Flow Rate Proposed % Reduction 2-Year Storm 6.51 CFS 6.49 CFS 0.31% 10-Year Storm 11.51 CFS 11.49 CFS 0.17% 100-Year Storm 25.72 CFS 25.70 CFS 0.08% The proposed reduction in impervious area provides sufficient flow rate attenuation to ensure that no adverse impacts are anticipated downstream of the project site. Detailed hydrologic calculations for each drainage area can be found in APPENDIX C. S TANDARD 3 – G ROUNDWATER R ECHARGE Groundwater recharge is required as the infiltration rates of the soils is assumed to be greater than 0.17 in/hour and there are no contaminated soils on or within the vicinity of the site. Due to the reduction of impervious surfaces on site, runoff is naturally reduced below pre-construction conditions as shown in the table below: TABLE 9: TWO-YEAR EVENT RUNOFF VOLUMES Point of Interest Pre- Construction Runoff Volume Post- Construction Runoff Volume Difference in Volume POI-1 28,936 CF 28,892 CF 44 CF STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 8 S TANDARD 4 – S TORMWATER Q UALITY C ONTROL For all developments, a removal of 80% of the average annual post-construction load of Total Suspended Solids (TSS) is required. A required water quality volume of 0.5 inches times the total impervious area (101,312 SF) for a total of 4,221CF is required as the site is not within a protected area. Manufactured treatment devices (MTDs), specifically the AquaSwirl XC-will be installed in two (2) locations within the existing conveyance system to provide water quality treatment for impervious parking lots and drive aisles. The AquaSwirl has been certified to provide a TSS removal rate of 80%.: S TANDARD 5 – H IGH P OLLUTANT L OADS The proposed use for the development is a residential development, which is not considered a Land Use with Higher Potential Pollutant Loads (LUHPPL) by the MassDEP and therefore is exempt from Standard 5 requirements. S TANDARD 6 – C RITICAL A REAS The proposed development does not discharge new or to a critical area as defined by the Massachusetts Handbook Volume 1, Chapter 1: Stormwater Management Standards and therefore is exempt from Standard 6 requirements. S TANDARD 7 – R EDEVELOPMENT P ROJECT The proposed development is considered a redevelopment project as the site was previously developed and the impervious cover is decreased by 5,008 SF (0.11 AC) under proposed conditions. Standards 2 through 6 have been met to the maximum extent practicable and conditions from the existing development are considerably improved through the decrease in impervious area by 5,008 SF (0.11 AC), The proposed site complies with Standards 8 through 10 as shown in the following sections. S TANDARD 8 – EROSION, S EDIMENTATION, AND P OLLUTION P REVENTION P LAN A Soil Erosion & Sediment Control Plan has been prepared in accordance with the latest edition of Volume 2 of the Massachusetts Stormwater Handbook and the Erosion and Sedimentation Control Guidelines. This plan can be found within the Site Plan Set prepared by Stonefield in conjunction with this Report. Proposed temporary measures during construction include silt fencing, stabilized construction entrances, inlet filters, hay bales, street sweeping and temporary seeding for soil stabilization. No land disturbance will occur until certification and permits have been obtained. Details for all proposed control measures have also been provided. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 9 S TANDARD 9 – S TORMWATER FACILITY O PERATIONS AND M AINTENANCE A Stormwater Operations & Maintenance Manual has been included in this Pollution Prevention Plan. Any necessary easements or covenants associated with the stormwater improvements will be recorded prior to the start of construction. S TANDARD 10 – ILLICIT D ISCHARGES The proposed stormwater management system discharges are entirely comprised of stormwater. Firefighting, water line flushing, landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air conditioning condensation, footing drains, and water for street washing are prohibited to discharge onsite and will therefore not result in an illicit discharge. 6.0 EROSION, S EDIMENTATION, AND P OLLUTION P REVENTION T EMPORARY E ROSION AND S EDIMENT C ONTROL M EASURES Under proposed conditions, erosion and sediment controls will be utilized to limit the potential effects due to construction of the proposed development. Refer to the Soil Erosion and Sediment Control Plans in APPENDIX A of this report. The following includes the temporary sediment controls proposed for this project: Construction Entrance – To provide a stable entrance and exit from a construction site and keep mud and sediment off public roads, a temporary stone-stabilized pad located at points of vehicular ingress and egress on a construction site. If the action of the vehicle traveling over the gravel pad is not sufficient to remove the majority of the mud, then the tires must be washed before the vehicle enters a public road. If washing is used, provisions must be made to intercept the wash water and trap sediment before it is carried off-site. Dust Control – To reduce surface and air movement of dust from exposed soil surfaces during land disturbing, demolition, and construction activities, preventative measures must be taken. Sprinkling or other approved methods must be used to reduce dust generated on the site. Dust control shall be provided by the general contractor to a degree acceptable to the owner/operator, and in compliance with the applicable local and state dust control requirements. Inlet Protection – A sediment filter or an excavated impounding area around a storm drain, drop inlet, or curb inlet must be used to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. During construction, the inlet protection measures shall be replaced as needed to ensure proper function of the structure. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 10 Preserving Natural Vegetation – Natural vegetation should be preserved whenever possible, but especially on steep slopes, near perennial and intermittent watercourses or swales, and on building sites in wooded areas. Clearly flag or mark areas around trees that are to be saved. It is preferable to keep ground disturbance away from the trees at least as far out as the dripline. If possible, place a barrier/fencing around the trees. Inspect flagged areas regularly to make sure flagging has not been removed. If tree roots have been exposed or injured, re-cover and/or seal them. Sediment Fence – A temporary sediment barrier consisting of a filter fabric stretched across and attached to supporting posts and entrenched must be established along the perimeter of areas to be disturbed before initiation of and during construction. The sediment fence is constructed of stakes and synthetic filter fabric with a rigid wire fence backing where necessary for support. Sediment fence can be purchased with pockets presewn to accept use of steel fence posts. Silt fences should be inspected immediately after each rainfall and at least daily during prolonged rainfall. Repair as necessary. If the fabric tears, decomposes, or in any way becomes ineffective, replace it immediately. Replace burlap used in sediment fences after no more than 60 days. Temporary Seeding – Disturbed areas that will not be brought to final grade for a period of more than 30 working days or in a season not suitable for permanent seeding shall be temporarily seeded to minimize erosion and sediment loss. Other stabilization methods may be used and shall be in conformance with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, latest edition. Temporary Soil Stockpile – Locate the topsoil stockpile so that it does not interfere with work on the site. Side slopes of the stockpile should not exceed 2:1. Surround all topsoil stockpiles with an interceptor dike with gravel outlet and silt fence. Either seed or cover stockpiles with clear plastic or other mulching materials within 7 days of the formation of the stockpile. Topsoil should not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. Do not place topsoil on slopes steeper than 2:1. Maintain protective cover on stockpiles until needed. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 11 P ERMANENT EROSION AND S EDIMENT C ONTROL M EASURES Permanent Seeding – Permanent seeding of grass and planting trees and shrubs shall be established on any graded or cleared area where long-lived plant cover is needed to stabilize the soil in accordance with the accompanying plans. Areas which will not be brought to final grade for a year or more shall also be seeded permanently. Inspect seeded areas for failure and make necessary repairs and reseed immediately. Conduct or follow-up survey after one year and replace failed plants where necessary. C ONSTRUCTION P HASING P LAN AND S EQUENCE OF O PERATIONS The Soil Erosion & Sediment Control Plans have been phased in order to effectively control erosion and sedimentation and minimize impacts due to seasonal changes. Please refer to APPENDIX A for half size Soil Erosion & Sediment Control Plans for detailed construction sequencing. F INAL S ITE S TABILIZATION Recommended practices for final surface stabilization include surface roughening, terrace, topsoiling, permanent seeding, sodding, trees and shrub planting, mulching, and riprap. The stabilization measures shall be in conformance with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, latest edition. 7.0 STORMWATER FACILITY O PERATIONS AND M AINTENANCE Operation and maintenance of the permanent stormwater control Best Management Practices (BMPs) shall be the responsibility of the operator of the project site at the time that the applicable maintenance is required. The current owner and responsible agent of the project is: Prospect Place Owner LLC Laura Baker 256 Pleasant Street, Suite A (413) 586-5855 lb@valleycdc.org A copy of this report shall be kept on-site at all times both during and after construction. Upon reviewing agency approval, the title and date of the maintenance plan as well as the contact information of the current agent responsible for maintaining the stormwater management measures for the project shall be recorded on the deed of the property on which the measures are located. Any future change in this information such as change in property ownership shall also be recorded on the deed. The current responsible agent shall evaluate the maintenance plan for effectiveness at least annually and revise the plan as necessary. A detailed, written log of all preventative and corrective maintenance performed for each stormwater management measure must be kept, including a record of all inspections and copies of maintenance- STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 12 related work orders. Upon request from a public entity with jurisdiction over the project area the responsible agent shall make available the maintenance plan and associate logs and other records for review. M AINTENANCE E QUIPMENT AND P ERSONNEL The current responsible agent shall ensure that adequate equipment and training is provided to maintenance personnel to perform the required maintenance tasks. Confined Space Entry Certification shall be required by personnel entering underground structures and pipes. The material and equipment necessary for inspection and maintenance activities shall include, but not be limited to, the following:  Manufactured Treatment Device Equipment(AquaSwirl XC-5): Inspection probe, scale to measure filter bags, disposal bags, replacement filter modules, skimmer or net and necessary safety equipment.  Pervious Paving Area Equipment: Material and equipment customary in pavement maintenance practices.  Landscape Areas: Material and equipment customary in landscape maintenance practices.  Street Sweeping: Litter vacuum or leaf/litter blower to collect sediment from asphalt surface, brooms, and disposal bags. G ENERAL M AINTENANCE – S TREETS AND PARKING A REAS Roadways with curbs and catch basins must be swept at a minimum of once per year. Roadways with curbs and catch basins that discharge to nitrogen or phosphorus impaired waters, or their tributaries are swept at a minimum of twice per year, once in the spring and once in the fall. Sweeping on rural uncurbed roads and parking lots with no catch basins must be conducted on an as-needed basis. All street sweepings collected must be disposed of. The responsible party may temporarily store street sweepings in labor yards, but street sweepings must be disposed of offsite in a reasonable timeframe. Street sweepings may not be disposed of on parking lots or lands. The following street and parking lot sweeping procedures shall be performed to reduce the discharge of pollutants: Sweeping  Street sweeping will be conducted in dry weather. Sweeping will not be conducted during or immediately after rainstorms.  Dry cleaning methods will be used whenever possible with the exception of very fine water spray for dust control. Avoid wet cleaning or flushing of the pavement.  When necessary, parking bans will be enacted to facilitate sweeping on busy streets  Sweeping will be conducted in a manner that avoids depositing debris into storm drains. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 13  Sweeping equipment (mechanical, regenerative air, vacuum filter, tandem sweeping) will be selected depending on the level of debris. Brush alignment, sweeper speed, rotation rate, and sweeping patterns will be set to optimate levels to manage debris.  Sweeping equipment will be routinely inspected and maintained to reduce the potential for leaks. Disposal  The reuse of sweepings is recommended by MassDEP. If street sweepings are reused, e.g., as anti-skid material or fill in parking lots), they will be properly filtered to remove solid waste, such as paper or trash, in accordance with their intended reuse. All reuse and/or disposal of street sweeping swill be managed in accordance with current MassDEP policies and regulations. http://www.mass.gov/eea/docs/dep/recycle/laws/stsweep.pdf  Street sweepings can be stored for up to one year in approved temporary storage areas. Storage areas will be protected to prevent erosion and runoff and should be located away from wetland resource areas and buffer zones, surface water, or groundwater.  Sweepings are classified as solid waste and are disposed of at solid waste disposal sites. G ENERAL M AINTENANCE – W INTER ROAD M AINTENANCE Snow and ice operations on state-owned roads and parkways must be coordinated with MassDOT. MassDOT documents their extensive snow and ice control program every 5 years in an Environmental Status and Planning Report (ESPR). MassDOT’s Snow and Ice Control Program ESPR from 2017 includes extensive measures to limit chemical usage, improve road salt efficiency, and protect environmental resources. All snow and ice operators are required to be trained annually on the MassDOT practices. MassDOT’s latest ESPR can be found here: https://www.mass.gov/doc/massdot-snow-and-ice-control-environmental-status-planning-report-2017/download The following winter maintenance procedures shall be performed to reduce the discharge of pollutants:  Minimize the use and optimize the application of sodium chloride and other salt (while maintaining public safety) and consider opportunities for use of alternative methods.  Optimize sand and/or chemical application rates through the use, where practicable, of automated application equipment (e.g., zero velocity spreaders), anti-icing and pre-wetting techniques. Implementation of pavement management systems, and alternate chemicals. Maintain records of the application of sand, anti-icing and/or de-icing chemicals to document the reduction of chemicals to meet established goals.  Prevent exposure of de-icing product (salt, sand, or alternative products) storage piles to precipitation by enclosing or covering the storage piles. Implement good housekeeping, diversions, containment, or other measures to minimize exposure resulting from adding to or removing materials from the pile. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 14 Store piles in such a manner as not to impact surface water resources, groundwater resources, recharge areas, and wells.  The MS4 permit prohibits snow disposal into waters of the United States. Snow disposal activities, including selection of appropriate snow disposal sites, will adhere to the Massachusetts Department of Environmental Protection Snow Disposal Guidance, Guideline No. BWR G2015-01 (Effective Date: December 21, 2015), located at: http://www.mass.gov/eea/agencies/massdep/water/regulations/snow-disposal-guidance.html  MassDEP Snow Disposal Guidance for ice melting operations and skating rinks shall be followed. G ENERAL M AINTENANCE – S TRUCTURAL S TORMWATER BMPS In order to function properly and provide associated stormwater benefits, structural stormwater BMPs must be kept in good working order. Structural stormwater BMPs shall be inspected annually at a minimum. During inspections, the following BMP components will be reviewed for signs of potential issues, as listed below: Proprietary Devices – Ensure that equipment is inspected and cleaned in accordance with manufacturer requirements no less than twice a year after installation and no less than once a year thereafter. Catch Basins – Ensure that the flow paths are not blocked, the contributing areas are reaching the correct BMP areas, there are no signs of erosion, inlet and outlet pipes are functioning as designed, the outlet structures are not clogged and have acceptable outflow release velocities, there is no subsidence, erosion, or cracking, and evaluate the level of sedimentation and trash accumulation for acceptable levels. During inspection, assign a level of service to each item reviewed. Areas where follow up maintenance is warranted will be indicated. The following maintenance activities will occur at structural BMPs based on condition determined during annual inspections: remove excess sediment, trash, and debris; re-establish vegetation; remove invasive vegetation; re-grade areas as necessary to ensure proper flow patterns; stabilize eroded areas via vegetation establishment, placement of stone, or other energy dissipation measures. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 15 TABLE 10: BMP MAINTENANCE SCHEDULE Activity Responsible Party Time of Year Frequency General Mow Operations or contracted services Spring through Fall As needed, annually minimum Remove dead vegetation Operations Fall and Spring Bi‐annually Remove invasive vegetation Operations or contracted services Spring or Fall Annually Prune Operations Spring or Fall Annually If Identified During Inspections (As Needed) Replace dead vegetation Engineering Spring As needed Stabilize eroded areas Engineering Spring through Fall As needed Re‐grade areas to ensure proper flow patterns Engineering Spring through Fall As needed Remove excess sediment, trash, and debris Engineering Spring through Fall As needed Repair structural damage Engineering Spring through Fall As needed Vegetated BMPs Mulch void areas Operations or contracted services Spring Annually Replace all media and vegetation and repair as needed Engineering or contracted services Late Spring / Early Summer As needed Subsurface BMPs Inspect subsurface components, as feasible Engineering Spring through Fall Annually Remove trash, debris, and organic matter Engineering Fall and Spring Bi‐annually S TORMWATER C ORRECTIVE M AINTENANCE ACTIONS Depending on many factors, such as the performance of preventative maintenance actions, weather, or unexpected incidents. Corrective requirements may not be precisely anticipated; however, a list of potential corrective maintenance actions may assist the responsible party in planning and estimating costs in advance. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 16 Potential Corrective Maintenance Actions Stormwater Management Measures  Replace parts / system as deemed necessary by manufacturer  Repair/replacement of damaged inlet/outlet pipes AquaSqirl Water Quality Unit  Repair/replacement of damaged inlet/outlet pipes  Replace parts / system as deemed necessary by manufacturer Catch Basins I NSPECTION AND L OGS OF A LL P REVENTATIVE AND C ORRECTIVE M EASURES The person responsible for maintenance shall maintain a detailed log of all preventative and corrective maintenance for the structural stormwater management measures incorporated into the design of the development, including a record of all inspections and copies of all maintenance-related work orders. A maintenance plan shall include a schedule of regular inspections and tasks, and detailed logs of all preventative and corrective maintenance performed on the stormwater management measure, including all maintenance-related work orders. The person with maintenance responsibility must retain and, upon request, make available the maintenance plan and associated logs and other records for review by a public entity with administrative, health, environmental, or safety authority over the site. Inspection Checklists in the Field Manual for the stormwater management measures on this site include:  Appendix F-1: General Inspection Checklist Log  Appendix F-2: General Preventative Maintenance Log  Appendix F-3: General Corrective Maintenance Log  Appendix F-4: Annual Evaluation Records All inspection and maintenance activities shall be recorded to document frequency of inspection and maintenance, and implementation of corrective action. All regularly scheduled inspections, inspections following one (1) inch of precipitation, maintenance activities, and repairs shall be recorded. Refer to APPENDIX F of this Manual for the BMP Inspection & Maintenance Log for this facility. This log shall be considered a minimum standard for recording purposes, the Operator and Inspection/Maintenance Personnel are encouraged to supplement the Log with additional notes and photos. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 17 A NNUAL EVALUATION OF THE E FFECTIVENESS OF THE P LAN The person responsible for maintenance shall evaluate the effectiveness of the maintenance plan at least once per year and adjust the plan and the deed as needed. The responsible party should evaluate the effectiveness of the maintenance plan by comparing the maintenance plan with the actual performance of the maintenance. The items to evaluate may include, but not limited to:  Whether the inspections have been performed as scheduled;  Whether the preventive maintenance has been performed as scheduled;  Whether the frequency of preventative maintenance needs to increase or decrease;  Whether the planned resources were enough to perform the maintenance;  Whether the repairs were completed on time;  Whether the actual cost was consistent with the estimated cost;  Whether the inspection, maintenance, and repair records have been kept. If actual performance of those items has been deviated from the maintenance plan, the responsible party should find the causes and implement solutions in a revised maintenance plan. find the causes and implement solutions in a revised maintenance plan. 8.0 CONCLUSIONS As demonstrated in this Report, the proposed redevelopment reduces the total amount of impervious area onsite. As such, total flow rates for all applicable design storms are reduced, as well as the runoff volume for the 2-year 25-hour storm. Additionally, two (2) water quality units have been proposed to further improve upon quality conditions onsite. The reduction of impervious area shall also improve groundwater recharge onsite, complying with state and local regulations. The proposed project complies with all applicable stormwater management regulations and standards. As such, the project is not anticipated to have any adverse drainage impacts on neighboring properties, downstream watercourses, or adjoining conveyance systems. STORMWATER POLLUTION PREVENTION PLAN PROPOSED PROSPECT PLACE DEVELOPMENT SEPTEMBER 23, 2022 P AGE | 18 9.0 REFERENCES 1. Massachusetts Stormwater Handbook and Stormwater Standards, last amended January 2, 2008 https://www.mass.gov/guides/massachusetts-stormwater-handbook-and-stormwater-standards 2. Massachusetts Complete Erosion and Sedimentation Control Guidelines for Urban and Suburban Areas: A Guide for Planners, Designers, and Municipal Officials, last amended May 2003 https://www.mass.gov/doc/complete-erosion-and-sedimentation-control-guidelines-a-guide-for-planners- designers-and/download APPENDIX A PROJECT FIGURES INVENTORY FIGURE 1: USGS LOCATION MAP FIGURE 2: AERIAL MAP FIGURE 3: TAX & ZONING MAP FIGURE 4: FEMA MAP FIGURE 5: OVERALL SITE PLAN (NOT TO SCALE) FIGURE 6: SESC PLAN (NOT TO SCALE) 200 FT SITE RADIUS ALLISON ST ALLISON ST HATFIELD STBRIDGE RD GLEA S O N R D PROSPECT AVEALLI S O N S T SITE Z:\Boston\BOS\2022\BOS-220027 Saloomey Construction - 737 Bridge Road, Northampton, MA\CADD\Exhibits\2022-09-09_Project Maps.dwgDRAWN BY: STORMWATER MANAGEMENT REPORT CHECKED BY: DATE: SCALE: 1" = 300' PROJECT ID: AERIAL MAP KO GRAPHIC SCALE IN FEET 0'300'300'600' 1"= 300' Rutherford, NJ ·New York, NY ·Boston, MA Princeton, NJ ·Tampa, FL ·Detroit, MI www.stonefieldeng.com 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 PARCEL ID: 18C-048-001 737 BRIDGE ROAD CITY OF NORTHAMPTON HAMPSHIRE COUNTY, MASSACHUSETTS SALOOMEY CONSTRUCTION SP BOS-220027 09/09/2022PROPOSED AFFORDABLE HOUSING DEVELOPMENT Sheet: 1File: J:\MA_Easthampton_20210416_TM_geo.pdfMissing or invalid reference PROJECT SITE 18C-048 18C-06318C- 1 4 718C-15818C-15718C-15618C- 1 4 8 18C- 1 4 6 18C- 1 4 5 18C- 1 4 4 18C- 1 4 3 18C- 1 4 2 18C- 1 6 1 18C- 1 6 0 18C- 1 5 9 18C- 1 7 5 18C-15518C-15418C-15318C-15218C-15118C-15018C-14918C-16218C-16318C-16418C-16518C-16618C-04418C-18018C-18218C-04518C-18118C-07218C-09518C-09818C-12018C-13218C-12318C-12218C-12618C-06418C-13818C-06218C- 0 6 5 18C- 0 6 8 18C- 0 6 7 18C- 0 6 6 18C- 1 2 1 18C- 0 9 718C-07018C-07118C- 0 6 9 18C- 0 9 6 18C- 0 4 7 18C-0 4 6 18C-00418C- 0 0 5 18C- 0 0 6 18C-025 18C- 0 5 0 18C- 0 4 9 18C- 0 5 9 BRIDGE RD PROSPECT AVEHATFIELD STGLE A S O N R D ALLI S O N S T Z:\Boston\BOS\2022\BOS-220027 Saloomey Construction - 737 Bridge Road, Northampton, MA\CADD\Exhibits\2022-09-09_Project Maps.dwgDRAWN BY: STORMWATER MANAGEMENT REPORT CHECKED BY: DATE: SCALE: PROJECT ID: TAX & ZONING MAP KO Rutherford, NJ ·New York, NY ·Boston, MA Princeton, NJ ·Tampa, FL ·Detroit, MI www.stonefieldeng.com 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 ZONING LEGEND 1" = 300' GRAPHIC SCALE IN FEET 0'300'300'600' 1"= 300' URBAN RESIDENTIAL B (URB) RURAL RESIDENTIAL (RR) FARMS, FORESTS, & RIVERS (FFR) SUBURBAN RESIDENCE (SB) SPECIAL CONSERVATORY - FLOOD PLAIN (SC) PARCEL ID: 18C-048-001 737 BRIDGE ROAD CITY OF NORTHAMPTON HAMPSHIRE COUNTY, MASSACHUSETTS SALOOMEY CONSTRUCTION SP BOS-220027 09/09/2022PROPOSED AFFORDABLE HOUSING DEVELOPMENT SITE Z:\Boston\BOS\2022\BOS-220027 Saloomey Construction - 737 Bridge Road, Northampton, MA\CADD\Exhibits\2022-09-09_Project Maps.dwgDRAWN BY: STORMWATER MANAGEMENT REPORT CHECKED BY: DATE: SCALE: 1" = 1000' PROJECT ID: USGS MAP KO GRAPHIC SCALE IN FEET 0'1000'1000'2000' 1"= 1000' Rutherford, NJ ·New York, NY ·Boston, MA Princeton, NJ ·Tampa, FL ·Detroit, MI www.stonefieldeng.com 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 PARCEL ID: 18C-048-001 737 BRIDGE ROAD CITY OF NORTHAMPTON HAMPSHIRE COUNTY, MASSACHUSETTS SALOOMEY CONSTRUCTION SP BOS-220027 09/09/2022PROPOSED AFFORDABLE HOUSING DEVELOPMENT SITE Z:\Boston\BOS\2022\BOS-220027 Saloomey Construction - 737 Bridge Road, Northampton, MA\CADD\Exhibits\2022-09-09_Project Maps.dwgDRAWN BY: STORMWATER MANAGEMENT REPORT CHECKED BY: DATE: SCALE: PROJECT ID: FEMA FLOOD PLANE MAP KO GRAPHIC SCALE IN FEET 0'1000'1000'2000' 1"= 1000' Rutherford, NJ ·New York, NY ·Boston, MA Princeton, NJ ·Tampa, FL ·Detroit, MI www.stonefieldeng.com 120 Washington Street, Suite 201, Salem, MA 01970 Phone 617.203.2076 PARCEL ID: 18C-048-001 737 BRIDGE ROAD CITY OF NORTHAMPTON HAMPSHIRE COUNTY, MASSACHUSETTS SALOOMEY CONSTRUCTION SP BOS-220027 09/09/2022PROPOSED AFFORDABLE HOUSING DEVELOPMENT 1" = 1000' OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROAD2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREET MHMHMHMHMH85'12'12'24'XXX 6' 24'9'8'8'11'18'9'9'30'18' 18'101719121550' 12.5'10.0' 12.0' 5'4'10'40'10'40'9'EVEVEVEV40'40'5'5'10'10'5'5'102.1'102.0'107.5'4'13'26.7' 5' 5'14'14'4'8'8'4'35.9'5'4'5'5'5'30'R3'R 5'R 2'R30' R30'R34'R10'R5'R5'R25'R3'R15'R15'R67.2'R5' R 5'R5'R84'R50'R48'R 24'24'10'16.5'724'10'4'24'10'4'20'5'25.6'73'43'15'LIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE SIDEWALKPROPOSEDSTRIPINGPROPOSED LEFT TURNONLY STRIPINGPROPOSED TRASHENCLOSUREPROPOSED COURTYARD AREA.REFER TO LANDSCAPEARCHITECTURAL PLANS FORINTERIOR COURTYARDDETAILINGLIMIT OF PROPOSEDCONCRETE CURBPROPOSED ELECTRIC VEHICLECHARGING STATIONLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBLIMIT OF PROPOSEDCONCRETE CURBPROPOSED ADA VANACCESSIBLE PARKING SIGNON BOLLARD (TYPICAL)PROPOSED FUTURE ELECTRICVEHICLE CHARGING STATIONPROPOSED 'STOP'SIGNEXISTING BUILDING TO BERENOVATED (REFER TOARCHITECTURAL PLANS FORDETAIL).PROPOSEDCONCRETESIDEWALKLIMIT OF PROPOSEDCONCRETE CURBPROPOSED 'STOP' SIGN &'DO NOT ENTER' SIGNPROPOSED CONNECTIONTO EXISTING CONCRETESIDEWALKEXISTING GUY WIRETO BE RELOCATEDPROPOSED BIKESHELTERLIMIT OF EXISTINGSITE EGRESS TO BEREMOVEDPROPOSED PLAZAPROPOSED AREA LIGHT(TYPICAL)LIMIT OF PROPOSEDNOISE MITIGATIONBERM (TYPICAL)PROPOSED SHEDPROPOSED PAVED MULTI-PURPOSERECREATIONAL AREA ORPAVILION FOR FUTURE USEEXISTING CONCRETE PADMOUNTED TRANSFORMER.CONTRACTOR TO COORDINATEWITH UTILITY COMPANY ONFINAL LOCATIONPROPOSED 1,230 SFPERVIOUS PAVEMENTPROPOSED 'NO LEFTTURN' SIGNPROPOSED PAVED COURTYARDFEATURE. REFER TO LANDSCAPEARCHITECTURAL PLANS FORINTERIOR COURTYARDDETAILINGPROPOSED WOODSCREENING FENCEPROPOSED MONUMENTSIGNCONTRACTOR TO COORDINATEWITH UTILITY AUTHORITY FORTERMINATION OF EXISTINGOVERHEAD LINE TO BUILDINGPROPOSED GENERATORLOCATION FOR FUTURE USE25'PROPOSED BIKESHELTER12'22'PROPOSEDBOLLARDS15'R5 'R 24'16.5'PROPOSED "SHARE THEROAD" SIGN AND STRIPINGPROPOSED "SHARE THEROAD" SIGN AND STRIPINGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHBRIDGE ROADG198.15G199.72G199.10G199.00G198.00FC198.10G198.65TCBC197.50197.00TCBC200.50200.00FC198.58FC198.35FC198.30TCBC199.25198.7585'12'12'6'50'12.5'10.0'12.0'4'13'14'14'5'4'30'R3'R5'R2'R30'R30'R48'R LIMIT OF PROPOSEDCONCRETE CURBPROPOSEDSTRIPINGPROPOSED LEFT TURNONLY STRIPINGLIMIT OF PROPOSEDCONCRETE CURBPROPOSED 'STOP' SIGN &'DO NOT ENTER' SIGNPROPOSED CONNECTIONTO EXISTING CONCRETESIDEWALKPROPOSED 'NO LEFTTURN' SIGN15'PROPOSED "SHARE THEROAD" SIGN AND STRIPINGGENERAL NOTES1.THE CONTRACTOR SHALL VERIFY AND FAMILIARIZE THEMSELVESWITH THE EXISTING SITE CONDITIONS AND THE PROPOSED SCOPEOF WORK (INCLUDING DIMENSIONS, LAYOUT, ETC.) PRIOR TOINITIATING THE IMPROVEMENTS IDENTIFIED WITHIN THESEDOCUMENTS. SHOULD ANY DISCREPANCY BE FOUND BETWEEN THEEXISTING SITE CONDITIONS AND THE PROPOSED WORK THECONTRACTOR SHALL NOTIFY STONEFIELD ENGINEERING & DESIGN,LLC. PRIOR TO THE START OF CONSTRUCTION.2.THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS ANDENSURE THAT ALL REQUIRED APPROVALS HAVE BEEN OBTAINEDPRIOR TO THE START OF CONSTRUCTION. COPIES OF ALL REQUIREDPERMITS AND APPROVALS SHALL BE KEPT ON SITE AT ALL TIMESDURING CONSTRUCTION.3.ALL CONTRACTORS WILL, TO THE FULLEST EXTENT PERMITTED BYLAW, INDEMNIFY AND HOLD HARMLESS STONEFIELD ENGINEERING &DESIGN, LLC. AND IT'S SUB-CONSULTANTS FROM AND AGAINST ANYDAMAGES AND LIABILITIES INCLUDING ATTORNEY'S FEES ARISINGOUT OF CLAIMS BY EMPLOYEES OF THE CONTRACTOR IN ADDITIONTO CLAIMS CONNECTED TO THE PROJECT AS A RESULT OF NOTCARRYING THE PROPER INSURANCE FOR WORKERS COMPENSATION,LIABILITY INSURANCE, AND LIMITS OF COMMERCIAL GENERALLIABILITY INSURANCE.4.THE CONTRACTOR SHALL NOT DEVIATE FROM THE PROPOSEDIMPROVEMENTS IDENTIFIED WITHIN THIS PLAN SET UNLESS APPROVALIS PROVIDED IN WRITING BY STONEFIELD ENGINEERING & DESIGN,LLC.5.THE CONTRACTOR IS RESPONSIBLE TO DETERMINE THE MEANS ANDMETHODS OF CONSTRUCTION.6.THE CONTRACTOR SHALL NOT PERFORM ANY WORK OR CAUSEDISTURBANCE ON A PRIVATE PROPERTY NOT CONTROLLED BY THEPERSON OR ENTITY WHO HAS AUTHORIZED THE WORK WITHOUTPRIOR WRITTEN CONSENT FROM THE OWNER OF THE PRIVATEPROPERTY.7.THE CONTRACTOR IS RESPONSIBLE TO RESTORE ANY DAMAGED ORUNDERMINED STRUCTURE OR SITE FEATURE THAT IS IDENTIFIED TOREMAIN ON THE PLAN SET. ALL REPAIRS SHALL USE NEW MATERIALSTO RESTORE THE FEATURE TO ITS EXISTING CONDITION AT THECONTRACTORS EXPENSE.8.CONTRACTOR IS RESPONSIBLE TO PROVIDE THE APPROPRIATE SHOPDRAWINGS, PRODUCT DATA, AND OTHER REQUIRED SUBMITTALSFOR REVIEW. STONEFIELD ENGINEERING & DESIGN, LLC. WILL REVIEWTHE SUBMITTALS IN ACCORDANCE WITH THE DESIGN INTENT ASREFLECTED WITHIN THE PLAN SET.9.THE CONTRACTOR IS RESPONSIBLE FOR TRAFFIC CONTROL INACCORDANCE WITH MANUAL ON UNIFORM TRAFFIC CONTROLDEVICES, LATEST EDITION.10.THE CONTRACTOR IS REQUIRED TO PERFORM ALL WORK IN THEPUBLIC RIGHT-OF-WAY IN ACCORDANCE WITH THE APPROPRIATEGOVERNING AUTHORITY AND SHALL BE RESPONSIBLE FOR THEPROCUREMENT OF STREET OPENING PERMITS.11.THE CONTRACTOR IS REQUIRED TO RETAIN AN OSHA CERTIFIEDSAFETY INSPECTOR TO BE PRESENT ON SITE AT ALL TIMES DURINGCONSTRUCTION & DEMOLITION ACTIVITIES.12.SHOULD AN EMPLOYEE OF STONEFIELD ENGINEERING & DESIGN, LLC.BE PRESENT ON SITE AT ANY TIME DURING CONSTRUCTION, IT DOESNOT RELIEVE THE CONTRACTOR OF ANY OF THE RESPONSIBILITIESAND REQUIREMENTS LISTED IN THE NOTES WITHIN THIS PLAN SET.Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-03-SITE.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge st (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSGRAPHIC SCALE IN FEET0'80'40'40'1" = 40'SITE PLANC-31" = 40'OFF-STREET PARKING REQUIREMENTSCODE SECTIONREQUIREDEXISTINGPROPOSED§ 350-8.1.C350 ATTACHMENT 7REQUIRED PARKING:1 SPACE PER 1,000 SF GROSS LIVINGAREA; NO MORE THAN 2 PER UNITREQUIRED36,782 SF * (1 SPACE / 1,000 SF)37 SPACES52 SPACES80 SPACESSYMBOLDESCRIPTIONSAWCUT LINEPROPOSED CURBPROPOSED CONCRETESETBACK LINEPROPOSED BUILDING DOORSPROPOSED SIGNS / BOLLARDSPROPERTY LINEROADWAY STRIPING INSETSCALE: 1" = 20'IMPERVIOUS COVERAGE CHARTDEVELOPMENTCONDITIONIMPERVIOUS AREAEXISTING108,777 SF OR 2.50 AC*PROPOSED108,573 SF OR 2.50 AC*NET204 SF OR 0.005 AC REDUCEDIMPERVIOUS AREA*INCLUDES 2,457 SF OF PROPOSED OFFSITE SIDEWALKALONG PROSPECT AVENUEPROPOSED AREA LIGHTOPEN SPACE TABLEBUILDINGCOVERAGE13.8% (36,782 SF / 0.84 AC)PAVEMENT AREA26.0% (69,334 SF / 1.59 AC)OPEN SPACE60.2% (160,705 SF / 3.70 AC)TOTAL100% (266,821 SF / 6.13 AC)PROPOSED PERVIOUS PAVEMENTPROPOSED PAVED COURTYARDFEATURE (REFER TO LANDSCAPE PLANS)BULK TABLELOT SIZE266,821 SF / 6.13 ACLOT FRONTAGE603.5 FTFRONT YARD SETBACK107.5 FTSIDE YARD SETBACK102.1 FTREAR YARD SETBACK102.0 FTBUILDING HEIGHT23' - 1"BUILDING SQUAREFOOTAGE36,784 SF% OPEN SPACE60.2% (160,569 SF)PARKING SPACES80 SPACESLOADING SPACES0 SPACESFILLAPPROX. 600 CY BERM FILL E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 'WWWLODLODLODLODLODLODLODLODLODLOD LOD LOD LOD LOD LODLODLIMIT OF DISTURBANCE(197,117 SF / 4.53 AC)LODLOD LOD LODLODLODLODLODLODLOD LOD LOD LODLODLODLODLOD LOD LOD LOD LOD LODLODLODLODLODLOD LODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LOD LODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLOD LOD LOD LODLODLODLODLOD LOD LOD LOD LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODXXX 206206207208204202 201MHMHMH206205204203207207208209 207208206205204203202201209197198199202MHMH203201203EEEEEE E E E E E E E E E E E E E E E E SANSANPROPOSED INLETFILTER (TYPICAL)PROPOSED HAY BALE(TYPICAL)PROPOSED SILTFENCE (TYPICAL)PROPOSED STABILIZEDCONSTRUCTIONENTRANCE24'SFSF PROPOSEDSOILSTOCKPILE258B - AMOSTOWN FINE SANDY LOAM741A - AMOSTOWN-WINDSOR-URBAN LAND COMPLEX741A - AMOSTO W N - W I N D S O R - U R B A N L A N D C O M P L E X 749A - WINDSO R L O A M Y S A N D727A - ENOSBURG FINE SANDY LOAM741A - AMOSTOWN-WINDSOR-URBAN LAND COMPLEX741A - AMOSTOWN-WINDSOR -URBAN LAND COMPLEX253B - HINCKLEY LOAMY SAND253B - HINCKLEY LOAMY SAND253A - HINCKLEY LOAMY SAND55'SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF S F SF SF SF SF SF SF S F SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFPROPOSEDSOILSTOCKPILEZ:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\PLOT\XXX-07-SESC.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge st (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTSSOIL EROSION &SEDIMENT CONTROLPLANC-7SYMBOLDESCRIPTIONPROPERTY BOUNDARYADJACENT PROPERTY BOUNDARYPROPOSED LIMIT OF DISTURBANCELODPROPOSED SILT FENCESFPROPOSED TREE PROTECTION FENCETPFPROPOSED STOCKPILE &EQUIPMENT STORAGEPROPOSED STABILIZEDCONSTRUCTION ENTRANCEPROPOSED INLET PROTECTION FILTERSOIL EROSION AND SEDIMENT CONTROL NOTESREVISED 3/18/20151.THE CONTRACTOR IS RESPONSIBLE FOR SOIL EROSION AND SEDIMENTCONTROL IN ACCORDANCE WITH LOCAL, STATE, AND FEDERALREQUIREMENTS.2.THE CONTRACTOR IS RESPONSIBLE FOR DUST CONTROL INCOMPLIANCE WITH LOCAL, STATE, AND FEDERAL AIR QUALITYSTANDARDS.3.THE CONTRACTOR IS RESPONSIBLE TO INSPECT ALL SOIL EROSIONAND SEDIMENT CONTROL MEASURES WEEKLY AND AFTER APRECIPITATION EVENT GREATER THAN 1 INCH. THE CONTRACTORSHALL MAINTAIN AN INSPECTION LOG ON SITE AND DOCUMENTCORRECTIVE ACTION TAKEN THROUGHOUT THE COURSE OFCONSTRUCTION AS REQUIRED.GRAPHIC SCALE IN FEET0'80'40'40'1" = 40'1" = 40'SOIL CHARACTERISTICS CHARTTYPE OF SOILHINCKLEY LOAMY SAND (0-3%)HINCKLEY LOAMY SAND (3-8%)AMOSTOWN FINE SANDY LOAM (3-8%)PERCENT OF SITE COVERAGE1.20%10.80%0.30%HYDROLOGIC SOIL GROUPAABDEPTH TO RESTRICTIVE LAYER>80 INCHES>80 INCHES>80 INCHESSOIL PERMEABILITY1.42 - 99.90 INCH/HOUR1.42 - 99.90 INCH/HOUR0.06 - 0.60 INCH/HOURDEPTH TO WATER TABLE>80 INCHES>80 INCHES18 - 36 INCHESSTABILIZATION SPECIFICATIONS:1.A.TEMPORARY SEEDING AND MULCHING:GROUND LIMESTONE - APPLIED UNIFORMLY ACCORDING TO SOIL TESTRECOMMENDATIONS.FERTILIZER - APPLY 11LBS./1,000 SF OF 10-20-10 OR EQUIVALENT WITH 50% WATERINSOLUBLE NITROGEN (UNLESS A SOIL TEST INDICATES OTHERWISE) WORKED INTOTHE SOIL A MINIMUM OF 4".SEED - PERENNIAL RYEGRASS 100 LBS./ACRE (2.3 LBS./1,000 SF) OR OTHER APPROVEDSEEDS; PLANT BETWEEN MARCH 1 AND MAY 15 OR BETWEEN AUGUST 15 ANDOCTOBER 1.MULCH - UNROTTED STRAW OR HAY AT A RATE OF 70 TO 90 LBS./1,000 SF APPLIED TOACHIEVE 95% SOIL SURFACE COVERAGE. MULCH SHALL BE ANCHORED BY APPROVEDMETHODS (I.E. PEG AND TWINE, MULCH NETTING, OR LIQUID MULCH BINDER).1.B.PERMANENT SEEDING AND MULCHING:TOPSOIL - UNIFORM APPLICATION TO A DEPTH OF 5" (UNSETTLED).GROUND LIMESTONE - APPLIED UNIFORMLY ACCORDING TO SOIL TESTRECOMMENDATIONS.FERTILIZER - APPLY 11 LBS./1,000 SF OF 10-10-10 OR EQUIVALENT WITH 50% WATERINSOLUBLE NITROGEN (UNLESS A SOIL TEST INDICATES OTHERWISE) WORKED INTOTHE SOIL A MINIMUM OF 4".SEED - TURF TYPE TALL FESCUE (BLEND OF 3 CULTIVARS) 350 LBS./ACRE (8 LBS./1,000 SF)OR OTHER APPROVED SEEDS; PLANT BETWEEN MARCH 1 AND OCTOBER 1 (SUMMERSEEDINGS REQUIRE IRRIGATION)MULCH - UNROTTED STRAW OR HAY AT A RATE OF 70 TO 90 LBS./1,000 SF APPLIED TOACHIEVE 95% SOIL SURFACE COVERAGE. MULCH SHALL BE ANCHORED BY APPROVEDMETHODS (I.E. PEG AND TWINE, MULCH NETTING, OR LIQUID MULCH BINDER).SEQUENCE OF CONSTRUCTION1.INSTALL CONSTRUCTION ENTRANCE AND SILT FENCE (2 DAYS).2.DEMOLISH EXISTING STRUCTURES, PAVEMENT, AND GRAVEL (7 DAYS).3.ROUGH GRADING AND TEMPORARY SEEDING (21 DAYS).4.BUILDING CONSTRUCTION AND SITE IMPROVEMENTS (120 DAYS).5.LANDSCAPING IMPROVEMENTS AND FINAL SEEDING (7 DAYS).6.REMOVE SOIL EROSION MEASURES (1 DAY).TOTAL ESTIMATED TIME = 8 MONTHSNOTE:TIME DURATIONS ARE APPROXIMATE AND ARE INTENDED TO ACT AS AGENERAL GUILE TO THE CONSTRUCTION TIMELINE. ALL DURATIONS ARESUBJECT TO CHANGE BY CONTRACTOR. CONTRACTOR SHALL SUBMITCONSTRUCTION SCHEDULE TO TOWNSHIP AND ENGINEER. CONTRACTORSHALL PHASE CONSTRUCTION ACCORDINGLYDUST CONTROL NOTES1.MULCHES - SEE STANDARD OF STABILIZATION WITH MULCHES ONLY, PG.5-12.VEGETATIVE COVER - SEE STANDARD FOR: TEMPORARY VEGETATIVE COVER,PG. 7-1, PERMANENT VEGETATIVE COVER FOR SOIL STABILIZATION PG. 4-1AND PERMANENT STABILIZATION WITH SOD, PG. 6-13.SPRAY-ON ADHESIVES - ON MINERAL SOILS (NOT EFFECTIVE ON MUCKSOILS). KEEP TRAFFIC OFF THESE AREAS.4.TILLAGE - TO ROUGHEN SURFACE AND BRING CLODS TO THE SURFACE.THIS IS A TEMPORARY EMERGENCY MEASURE WHICH SHOULD BE USEDBEFORE SOIL BLOWING STARTS. BEGIN PLOWING ON WINDWARD SIDE OFSITE. CHISEL-TYPE PLOWS SPACED ABOUT 12 INCHES APART ANDSPRING-TOOTHED HARROWS ARE EXAMPLES OF EQUIPMENT WHICH MAYPRODUCE THE DESIRED EFFECT.5.SPRINKLING - SITE IS SPRINKLED UNTIL THE SURFACE IS WET.6.BARRIERS - SOLID BOARD FENCES, SNOW FENCES, BURLAP FENCES, CRATEWALLS, BALES OF HAY AND SIMILAR MATERIAL CAN BE USED TO CONTROLAIR CURRENTS AND SOIL BLOWING.7.CALCIUM CHLORIDE - SHALL BE IN THE FORM OF LOOSE, DRY GRANULESOR FLAKES FINE ENOUGH TO FEED THROUGH COMMONLY USEDSPREADERS AT A RATE THAT WILL KEEP SURFACE MOIST BUT NOT CAUSEPOLLUTION OR PLANT DAMAGE. IF USED ON STEEPER SLOPES, THEN USEOTHER PRACTICES TO PREVENT WASHING INTO STREAMS ORACCUMULATION AROUND PLANTS.8.STONE - COVER SURFACE WITH CRUSHED STONE OR COARSE GRAVEL.NOTES:1. SECURELY FASTEN GEOTEXTILE TO FENCE POST BY USE OF WIRE TIES, HOGRINGS, STAPLES OR POCKETS. FOUR TO SIX FASTENERS PER POST.2. GEOTEXTILE FABRIC TO BE EMBEDDED 6" (MIN.) AND TAMP IN PLACE.3. SECURELY FASTEN ENDS OF INDIVIDUAL ROLLS OF GEOTEXTILE TO A POSTBY WRAPPING EACH END OF THE GEOTEXTILE AROUND THE POST TWICEAND ATTACHING AS SPECIFIED IN NOTE 1 ABOVE. SPLICING OFINDIVIDUAL ROLLS SHALL NOT OCCUR AT LOW POINTS.4. SET SILT FENCE WITHIN PROJECT LIMITS. 10'-0" IS DESIRABLE.SILT FENCE DETAIL6"6"2' - 0"2' - 0"(MIN.)10' DESIRABLEFLOWDRAWSTRING RUNNING THROUGHFABRIC ALONG TOP OF FENCE2" x 2" FENCE POST2' - 0"2' - 0"(MIN.)DRIVE POSTS PLUMB ORSLIGHTLY UPHILLEMBED FABRIC 6"MINIMUM ANDTAMP IN PLACESPACE 8'-0" O.C.SECURELY FASTENFABRIC TO POSTSTOE OF SLOPEEMBED FABRIC 6" MINIMUMAND TAMP IN PLACELENGTH=LWIDTH=WDEPTH=DDUMP STRAP1" REBAR FOR BAGREMOVAL FROM INLETDUMP STRAPFOAMCURB OPENINGDUMP STRAPS1" REBAR FOR BAGREMOVAL FROM INLETEXPANSIONRESTRAINT (1/4"NYLON ROPE, 2"FLAT WASHERS)INLET FILTERBAGDUMP STRAPS(2 EACH)FOAMBAG DETAILINSTALLATION DETAILINLETGRATEINLET FILTER BAG DETAILNOT TO SCALEEMERGENCYOVERFLOWPORTSTABILIZED CONSTRUCTION ACCESS DETAIL50' MINIMUM(SEE CHART)6" MIN.GEOTEXTILE FABRICPUBLICROADWAY6"6"NOTES:1.STONE SHALL BE ASTM C-33, SIZE No. 2 (2.5" TO 1.5") ORNo. 3 (2" TO 1") CLEAN CRUSHED ANGULAR STONE.2.WIDTH SHALL BE 15' MINIMUM OR THE FULL WIDTH OFTHE ACCESS POINT, WHICHEVER IS GREATER.3.STORMWATER FROM UP-SLOPE AREAS SHALL BE DIVERTEDAWAY FROM THE STABILIZED PAD, WHERE POSSIBLE. ATPOORLY DRAINED LOCATIONS, SUBSURFACE DRAINAGEGRAVEL FILTER OR GEOTEXTILE SHALL BE INSTALLEDBEFORE THE STABILIZED CONSTRUCTION ENTRANCE.4.WHERE THE SLOPE OF THE ROADWAY EXCEEDS 5%, ASTABILIZED BASE OF HOT MIX ASPHALT BASE COURSESHALL BE INSTALLED. THE TYPE AND THICKNESS OF THEBASE COURSE AND USE OF DENSE GRADED AGGREGATESUB-BASE SHALL BE AS PRESCRIBED BY LOCAL MUNICIPALORDINANCE OR GOVERNING AUTHORITY.5.CONTRACTOR SHALL PROVIDE A SMOOTH TRANSITIONBETWEEN THE STABILIZED CONSTRUCTION ACCESS ANDTHE PUBLIC ROADWAY.50' MINIMUM(SEE CHART)CRUSHED STONE PAD(SEE NOTE 1)PUBLIC ROADWAYPLAN VIEWPROFILE VIEW0% TO 2%100 FEET50 FEET2% TO 5%200 FEET100 FEET> 5%SEE NOTE 4LENGTH OF STONE REQ'DPUBLICFINECOARSEGRAINED SOILSGRAINED SOILSROADWAYSLOPE OF31SOIL STOCKPILE DETAILNOT TO SCALESTOCKPILE SHALL NOTEXCEED MAXIMUM 3 : 1SIDE SLOPEMAINTAIN SOIL STOCKPILE STABILIZATIONTHROUGHOUT CONSTRUCTIONINSTALL SILT FENCEAROUND SOIL STOCKPILE(SEE DETAIL)NOTES:1.STOCKPILES SHALL BE SITUATED SO AS NOT TO OBSTRUCT NATURALDRAINAGE OR CAUSE OFF-SITE ENVIRONMENTAL DAMAGE.2.STOCKPILES SHALL BE STABILIZED IN ACCORDANCE WITH THESTANDARDS FOR PERMANENT OR TEMPORARY VEGETATIVE COVERFOR SOIL STABILIZATION, AS APPROPRIATE (SEE SOIL EROSION NOTES).35' MAXIMUMHEIGHTSOIL CHARACTERISTICS CHARTTYPE OF SOILENOSBURG FINE SANDY LOAM (0-3%)AMOSTOWN-WINDSOR SILTYSUBSTRATUM-URBAN LAND COMPLEX (0-3%)WINDSOR LOAMY SAND, SILTYSUBSTRATUM (0-3%)PERCENT OF SITE COVERAGE0.30%63.20%13.00%HYDROLOGIC SOIL GROUPC/DB/AADEPTH TO RESTRICTIVE LAYER>80 INCHES>80 INCHES>80 INCHESSOIL PERMEABILITY0.06 - 0.60 INCH/HOUR0.03 - 0.60 INCH/HOUR0.20 - 0.60 INCH/HOURDEPTH TO WATER TABLE0 - 12 INCHES18 - 36 INCHES/>80 INCHES>80 INCHES APPENDIX B NRCS SOILS REPORT United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service July 8, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................9 Map Unit Descriptions..........................................................................................9 Hampshire County, Massachusetts, Central Part............................................11 253A—Hinckley loamy sand, 0 to 3 percent slopes....................................11 253B—Hinckley loamy sand, 3 to 8 percent slopes....................................12 258B—Amostown fine sandy loam, 3 to 8 percent slopes..........................14 727A—Enosburg fine sandy loam, 0 to 3 percent slopes...........................15 741A—Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes....................................................................................16 749A—Windsor loamy sand, silty substratum, 0 to 3 percent slopes.........18 Soil Information for All Uses...............................................................................20 Soil Properties and Qualities..............................................................................20 Soil Qualities and Features.............................................................................20 Hydrologic Soil Group.................................................................................20 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 46898504689880468991046899404689970469000046900304689850468988046899104689940468997046900004690030693550 693580 693610 693640 693670 693700 693730 693760 693790 693820 693850 693550 693580 693610 693640 693670 693700 693730 693760 693790 693820 693850 42° 20' 18'' N 72° 39' 2'' W42° 20' 18'' N72° 38' 48'' W42° 20' 12'' N 72° 39' 2'' W42° 20' 12'' N 72° 38' 48'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,450 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 16, Sep 3, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 15, 2020—Oct 31, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report 7 MAP LEGEND MAP INFORMATION imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 8 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 253A Hinckley loamy sand, 0 to 3 percent slopes 0.1 1.2% 253B Hinckley loamy sand, 3 to 8 percent slopes 0.8 10.8% 258B Amostown fine sandy loam, 3 to 8 percent slopes 0.8 11.5% 727A Enosburg fine sandy loam, 0 to 3 percent slopes 0.0 0.3% 741A Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes 4.5 63.2% 749A Windsor loamy sand, silty substratum, 0 to 3 percent slopes 0.9 13.0% Totals for Area of Interest 7.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit Custom Soil Resource Report 9 descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 10 Hampshire County, Massachusetts, Central Part 253A—Hinckley loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svm7 Elevation: 0 to 1,420 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Hinckley and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 11 Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash deltas, outwash terraces, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Windsor Percent of map unit:5 percent Landform:Outwash deltas, kame terraces, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Sudbury Percent of map unit:5 percent Landform:Outwash deltas, outwash terraces, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No 253B—Hinckley loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svm8 Elevation: 0 to 1,430 feet Mean annual precipitation: 36 to 53 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Hinckley and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform:Outwash deltas, outwash terraces, kames, kame terraces, moraines, eskers, outwash plains Landform position (two-dimensional):Summit, backslope, footslope, shoulder Landform position (three-dimensional):Nose slope, side slope, base slope, crest, riser, tread Down-slope shape:Concave, convex, linear Custom Soil Resource Report 12 Across-slope shape:Convex, linear, concave Parent material:Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Very low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Windsor Percent of map unit:8 percent Landform:Outwash deltas, outwash terraces, moraines, eskers, kames, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Nose slope, side slope, base slope, crest, riser, tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Sudbury Percent of map unit:5 percent Landform:Outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Head slope, base slope, side slope, tread Down-slope shape:Concave, linear Across-slope shape:Concave, linear Hydric soil rating: No Agawam Percent of map unit:2 percent Custom Soil Resource Report 13 Landform:Outwash deltas, outwash terraces, moraines, eskers, kames, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Nose slope, side slope, base slope, crest, riser, tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No 258B—Amostown fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 99z1 Elevation: 100 to 840 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Amostown and similar soils:75 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Amostown Setting Landform:Deltas, outwash plains, terraces Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Friable sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 7 inches: fine sandy loam H2 - 7 to 32 inches: fine sandy loam H3 - 32 to 60 inches: stratified very fine sand to silt loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency of ponding:None Custom Soil Resource Report 14 Available water supply, 0 to 60 inches: High (about 9.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Ecological site: F145XY005MA - Moist Lake Plain Hydric soil rating: No Minor Components Pollux Percent of map unit:15 percent Hydric soil rating: No Agawam Percent of map unit:10 percent Hydric soil rating: No 727A—Enosburg fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 99zr Elevation: 90 to 1,000 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Enosburg and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enosburg Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Loose sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 9 inches: fine sandy loam H2 - 9 to 25 inches: loamy sand H3 - 25 to 60 inches: stratified loamy sand to silty clay Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Custom Soil Resource Report 15 Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 8.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Minor Components Maybid Percent of map unit:10 percent Landform:Depressions Hydric soil rating: Yes Raynham Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Amostown Percent of map unit:5 percent Hydric soil rating: No 741A—Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 99z2 Elevation: 100 to 330 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Amostown and similar soils:35 percent Windsor, silty substratum, and similar soils:25 percent Urban land:25 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 16 Description of Amostown Setting Landform:Terraces, outwash plains, deltas Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Friable sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 7 inches: fine sandy loam H2 - 7 to 32 inches: fine sandy loam H3 - 32 to 60 inches: stratified very fine sand to silt loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: High (about 9.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Ecological site: F145XY005MA - Moist Lake Plain Hydric soil rating: No Description of Windsor, Silty Substratum Setting Landform:Outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Loose sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 8 inches: loamy sand H2 - 8 to 21 inches: loamy sand H3 - 21 to 45 inches: sand H4 - 45 to 60 inches: silt loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Runoff class: Very low Custom Soil Resource Report 17 Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Enosburg Percent of map unit:10 percent Landform:Terraces Hydric soil rating: Yes Maybid Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes 749A—Windsor loamy sand, silty substratum, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9b2k Elevation: 130 to 260 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:Outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Custom Soil Resource Report 18 Parent material:Loose sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 8 inches: loamy sand H2 - 8 to 21 inches: loamy sand H3 - 21 to 45 inches: sand H4 - 45 to 60 inches: silt loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Enosburg Percent of map unit:10 percent Landform:Terraces Hydric soil rating: Yes Amostown Percent of map unit:5 percent Hydric soil rating: No Pollux Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 19 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 20 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 21 22 Custom Soil Resource Report Map—Hydrologic Soil Group 46898504689880468991046899404689970469000046900304689850468988046899104689940468997046900004690030693550 693580 693610 693640 693670 693700 693730 693760 693790 693820 693850 693550 693580 693610 693640 693670 693700 693730 693760 693790 693820 693850 42° 20' 18'' N 72° 39' 2'' W42° 20' 18'' N72° 38' 48'' W42° 20' 12'' N 72° 39' 2'' W42° 20' 12'' N 72° 38' 48'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,450 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 16, Sep 3, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 15, 2020—Oct 31, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report 23 MAP LEGEND MAP INFORMATION imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 24 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 253A Hinckley loamy sand, 0 to 3 percent slopes A 0.1 1.2% 253B Hinckley loamy sand, 3 to 8 percent slopes A 0.8 10.8% 258B Amostown fine sandy loam, 3 to 8 percent slopes B 0.8 11.5% 727A Enosburg fine sandy loam, 0 to 3 percent slopes C/D 0.0 0.3% 741A Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes 4.5 63.2% 749A Windsor loamy sand, silty substratum, 0 to 3 percent slopes A 0.9 13.0% Totals for Area of Interest 7.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 25 APPENDIX C HYDROLOGIC & HYDRAULIC CALCULATIONS INVENTORY C-1: HYDROCAD NODE SCHEMATIC DIAGRAM C-2: HYDROCAD HYDROLOGIC CALCULATIONS EX-1 Existing Discharge to Municipal Storm Drain System P-1 Proposed Discharge to Municipal Storm Drain System Routing Diagram for 2022-09-22_HydroCAD Prepared by Stonefield Engineering & Design, Printed 9/23/2022 HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 2HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 77,056 39 >75% Grass cover, Good, HSG A (EX-1, P-1) 244,150 61 >75% Grass cover, Good, HSG B (EX-1, P-1) 214,893 98 Impervious area (EX-1, P-1) 2,457 98 Offsite Sidewalk (P-1) 538,556 73 TOTAL AREA NRCC 24-hr C 2-Year Rainfall=3.07"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 3HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: Existing Discharge to Municipal Storm Drain System Runoff = 6.51 cfs @ 12.19 hrs, Volume= 28,936 cf, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.07" Area (sf) CN Description 39,174 39 >75% Grass cover, Good, HSG A 118,870 61 >75% Grass cover, Good, HSG B * 108,777 98 Impervious area 2,457 61 >75% Grass cover, Good, HSG B 269,278 73 Weighted Average 160,501 56 59.60% Pervious Area 108,777 98 40.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, 100 LF Sheet Flow (1-2) Grass: Short n= 0.150 P2= 3.07" 1.8 296 0.0300 2.79 Shallow Concentrated Flow, 296 LF SCF (2-3) Unpaved Kv= 16.1 fps 0.3 30 0.0100 1.61 Shallow Concentrated Flow, 30 LF SCF (3-4) Unpaved Kv= 16.1 fps 1.1 151 0.0200 2.28 Shallow Concentrated Flow, 151 LF SCF (4-5) Unpaved Kv= 16.1 fps 11.7 577 Total NRCC 24-hr C 2-Year Rainfall=3.07"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 4HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcatchment EX-1: Existing Discharge to Municipal Storm Drain System Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 NRCC 24-hr C 2-Year Rainfall=3.07" Runoff Area=269,278 sf Runoff Volume=28,936 cf Runoff Depth=1.29" Flow Length=577' Tc=11.7 min CN=56/98 6.51 cfs NRCC 24-hr C 2-Year Rainfall=3.07"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 5HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: Proposed Discharge to Municipal Storm Drain System Runoff = 6.49 cfs @ 12.19 hrs, Volume= 28,892 cf, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.07" Area (sf) CN Description 37,882 39 >75% Grass cover, Good, HSG A 122,823 61 >75% Grass cover, Good, HSG B * 106,116 98 Impervious area * 2,457 98 Offsite Sidewalk 269,278 73 Weighted Average 160,705 56 59.68% Pervious Area 108,573 98 40.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, 100 LF Sheet Flow (1-2) Grass: Short n= 0.150 P2= 3.07" 1.8 296 0.0300 2.79 Shallow Concentrated Flow, 296 LF SCF (2-3) Unpaved Kv= 16.1 fps 0.3 30 0.0100 1.61 Shallow Concentrated Flow, 30 LF SCF (3-4) Unpaved Kv= 16.1 fps 1.1 151 0.0200 2.28 Shallow Concentrated Flow, 151 LF SCF (4-5) Unpaved Kv= 16.1 fps 11.7 577 Total NRCC 24-hr C 2-Year Rainfall=3.07"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 6HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcatchment P-1: Proposed Discharge to Municipal Storm Drain System Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 NRCC 24-hr C 2-Year Rainfall=3.07" Runoff Area=269,278 sf Runoff Volume=28,892 cf Runoff Depth=1.29" Flow Length=577' Tc=11.7 min CN=56/98 6.49 cfs NRCC 24-hr C 10-Year Rainfall=4.47"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 7HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: Existing Discharge to Municipal Storm Drain System Runoff = 11.51 cfs @ 12.19 hrs, Volume= 48,829 cf, Depth= 2.18" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.47" Area (sf) CN Description 39,174 39 >75% Grass cover, Good, HSG A 118,870 61 >75% Grass cover, Good, HSG B * 108,777 98 Impervious area 2,457 61 >75% Grass cover, Good, HSG B 269,278 73 Weighted Average 160,501 56 59.60% Pervious Area 108,777 98 40.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, 100 LF Sheet Flow (1-2) Grass: Short n= 0.150 P2= 3.07" 1.8 296 0.0300 2.79 Shallow Concentrated Flow, 296 LF SCF (2-3) Unpaved Kv= 16.1 fps 0.3 30 0.0100 1.61 Shallow Concentrated Flow, 30 LF SCF (3-4) Unpaved Kv= 16.1 fps 1.1 151 0.0200 2.28 Shallow Concentrated Flow, 151 LF SCF (4-5) Unpaved Kv= 16.1 fps 11.7 577 Total NRCC 24-hr C 10-Year Rainfall=4.47"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 8HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcatchment EX-1: Existing Discharge to Municipal Storm Drain System Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.47" Runoff Area=269,278 sf Runoff Volume=48,829 cf Runoff Depth=2.18" Flow Length=577' Tc=11.7 min CN=56/98 11.51 cfs NRCC 24-hr C 10-Year Rainfall=4.47"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 9HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: Proposed Discharge to Municipal Storm Drain System Runoff = 11.49 cfs @ 12.19 hrs, Volume= 48,770 cf, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.47" Area (sf) CN Description 37,882 39 >75% Grass cover, Good, HSG A 122,823 61 >75% Grass cover, Good, HSG B * 106,116 98 Impervious area * 2,457 98 Offsite Sidewalk 269,278 73 Weighted Average 160,705 56 59.68% Pervious Area 108,573 98 40.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, 100 LF Sheet Flow (1-2) Grass: Short n= 0.150 P2= 3.07" 1.8 296 0.0300 2.79 Shallow Concentrated Flow, 296 LF SCF (2-3) Unpaved Kv= 16.1 fps 0.3 30 0.0100 1.61 Shallow Concentrated Flow, 30 LF SCF (3-4) Unpaved Kv= 16.1 fps 1.1 151 0.0200 2.28 Shallow Concentrated Flow, 151 LF SCF (4-5) Unpaved Kv= 16.1 fps 11.7 577 Total NRCC 24-hr C 10-Year Rainfall=4.47"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 10HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcatchment P-1: Proposed Discharge to Municipal Storm Drain System Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.47" Runoff Area=269,278 sf Runoff Volume=48,770 cf Runoff Depth=2.17" Flow Length=577' Tc=11.7 min CN=56/98 11.49 cfs NRCC 24-hr C 100-Year Rainfall=7.68"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 11HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: Existing Discharge to Municipal Storm Drain System Runoff = 25.72 cfs @ 12.19 hrs, Volume= 103,182 cf, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.68" Area (sf) CN Description 39,174 39 >75% Grass cover, Good, HSG A 118,870 61 >75% Grass cover, Good, HSG B * 108,777 98 Impervious area 2,457 61 >75% Grass cover, Good, HSG B 269,278 73 Weighted Average 160,501 56 59.60% Pervious Area 108,777 98 40.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, 100 LF Sheet Flow (1-2) Grass: Short n= 0.150 P2= 3.07" 1.8 296 0.0300 2.79 Shallow Concentrated Flow, 296 LF SCF (2-3) Unpaved Kv= 16.1 fps 0.3 30 0.0100 1.61 Shallow Concentrated Flow, 30 LF SCF (3-4) Unpaved Kv= 16.1 fps 1.1 151 0.0200 2.28 Shallow Concentrated Flow, 151 LF SCF (4-5) Unpaved Kv= 16.1 fps 11.7 577 Total NRCC 24-hr C 100-Year Rainfall=7.68"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 12HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcatchment EX-1: Existing Discharge to Municipal Storm Drain System Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NRCC 24-hr C 100-Year Rainfall=7.68" Runoff Area=269,278 sf Runoff Volume=103,182 cf Runoff Depth=4.60" Flow Length=577' Tc=11.7 min CN=56/98 25.72 cfs NRCC 24-hr C 100-Year Rainfall=7.68"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 13HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-1: Proposed Discharge to Municipal Storm Drain System Runoff = 25.70 cfs @ 12.19 hrs, Volume= 103,101 cf, Depth= 4.59" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.68" Area (sf) CN Description 37,882 39 >75% Grass cover, Good, HSG A 122,823 61 >75% Grass cover, Good, HSG B * 106,116 98 Impervious area * 2,457 98 Offsite Sidewalk 269,278 73 Weighted Average 160,705 56 59.68% Pervious Area 108,573 98 40.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, 100 LF Sheet Flow (1-2) Grass: Short n= 0.150 P2= 3.07" 1.8 296 0.0300 2.79 Shallow Concentrated Flow, 296 LF SCF (2-3) Unpaved Kv= 16.1 fps 0.3 30 0.0100 1.61 Shallow Concentrated Flow, 30 LF SCF (3-4) Unpaved Kv= 16.1 fps 1.1 151 0.0200 2.28 Shallow Concentrated Flow, 151 LF SCF (4-5) Unpaved Kv= 16.1 fps 11.7 577 Total NRCC 24-hr C 100-Year Rainfall=7.68"2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design Page 14HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC Subcatchment P-1: Proposed Discharge to Municipal Storm Drain System Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NRCC 24-hr C 100-Year Rainfall=7.68" Runoff Area=269,278 sf Runoff Volume=103,101 cf Runoff Depth=4.59" Flow Length=577' Tc=11.7 min CN=56/98 25.70 cfs Table of Contents2022-09-22_HydroCAD Printed 9/23/2022Prepared by Stonefield Engineering & Design HydroCAD® 10.20-2f s/n 10626 © 2022 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Area Listing (all nodes) 2-Year Event 3 Subcat EX-1: Existing Discharge to Municipal Storm Drain System 5 Subcat P-1: Proposed Discharge to Municipal Storm Drain System 10-Year Event 7 Subcat EX-1: Existing Discharge to Municipal Storm Drain System 9 Subcat P-1: Proposed Discharge to Municipal Storm Drain System 100-Year Event 11 Subcat EX-1: Existing Discharge to Municipal Storm Drain System 13 Subcat P-1: Proposed Discharge to Municipal Storm Drain System APPENDIX D DRAINAGE AREA MAPS INVENTORY SHEET 1 OF 1: EXISTING DRAINAGE AREA MAP SHEET 2 OF 2: PROPOSED DRAINAGE AREA MAP X XX E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROADGGGGGGGGGGGGGGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREETWWW AREA EX-1108,777SF =IMPERVIOUS AREAS39,174SF =GRASS, GOOD (HSG A)121,327SF =GRASS, GOOD (HSG B)269,278SF =TOTAL AREATITLE:DRAWING:GRAPHIC SCALE IN FEET0'80'40'40'1" = 40'EXISTING DRAINAGEAREA MAP1 OF 2PROPERTY LINEEXISTING DRAINAGE AREAEXISTING PERVIOUS AREADESCRIPTIONSYMBOL1" = 30'Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\EXHIBITS\2022-09-09_DRAINAGE AREA MAPS.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge st (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTS E E E E E E E E EGGGGG GGGGGGGGGGGGGGGOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHOHOHOHOHOHOHOHOHOHOH OHOHOHOHOHOHOHOHOHOHOHOHGLEASONROADGGGGW W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWEEEEEEEEE2 0 . 0 ' PROSPECT AVE N U EALLISONSTREET BRIDGE ROAD HATFIELD STREET HATFIELD STREETWWW206206207208204202201 MHMHMH206205204203207207208209 207208206205204203202201209197198199202MHMH203201203 XXX AREA P-1108,573SF =IMPERVIOUS AREAS37,882SF =GRASS, GOOD (HSG A)122,823SF =GRASS, GOOD (HSG B)269,278SF =TOTAL AREATITLE:DRAWING:GRAPHIC SCALE IN FEET0'80'40'40'1" = 40'PROPOSED DRAINAGEAREA MAP2 OF 2PROPERTY LINEPROPOSED DRAINAGE AREAPROPOSED PERVIOUS AREADESCRIPTIONSYMBOL1" = 30'Z:\BOSTON\BOS\2022\BOS-220027 SALOOMEY CONSTRUCTION - 737 BRIDGE ROAD, NORTHAMPTON, MA\CADD\EXHIBITS\2022-09-09_DRAINAGE AREA MAPS.DWG 2022 © Austin Design Inc.architecture for enjoying lifeGreenfield MA 01301413 624 9669Brattleboro VT 05301802 451 5966Prospect Place737 Bridge st (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringBerkshireGroupDesignLand SurveyingRutherford, NJ ·New York, NY ·Boston, MAPrinceton, NJ ·Tampa, FL ·Detroit, MIwww.stonefieldeng.com120 Washington Street, Suite 201, Salem, MA 01970Phone 617.203.2076TITLE:SCALE:PROJECT ID:DRAWING:BOS-220027JAKE MODESTOW, P.E.MASSACHUSETTS LICENSE No. 55253LICENSED PROFESSIONAL ENGINEERHAMPSHIRE COUNTY CITY OF NORTHAMPTON737 BRIDGE ROADPARCEL 18C-048-001MASSACHUSETTS APPENDIX E MASSDEP STORMWATER CHECKLIST swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include:  The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report.  Applicant/Project Name  Project Address  Name of Firm and Registered Professional Engineer that prepared the Report  Long-Term Pollution Prevention Plan required by Standards 4-6  Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82  Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment X swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. X X X X X swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. X X X swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following:  Good housekeeping practices;  Provisions for storing materials and waste products inside or under cover;  Vehicle washing controls;  Requirements for routine inspections and maintenance of stormwater BMPs;  Spill prevention and response plans;  Provisions for maintenance of lawns, gardens, and other landscaped areas;  Requirements for storage and use of fertilizers, herbicides, and pesticides;  Pet waste management provisions;  Provisions for operation and management of septic systems;  Provisions for solid waste management;  Snow disposal and plowing plans relative to Wetland Resource Areas;  Winter Road Salt and/or Sand Use and Storage restrictions;  Street sweeping schedules;  Provisions for prevention of illicit discharges to the stormwater management system;  Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL;  Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan;  List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. X X swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. X X X swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information:  Narrative;  Construction Period Operation and Maintenance Plan;  Names of Persons or Entity Responsible for Plan Compliance;  Construction Period Pollution Prevention Measures;  Erosion and Sedimentation Control Plan Drawings;  Detail drawings and specifications for erosion control BMPs, including sizing calculations;  Vegetation Planning;  Site Development Plan;  Construction Sequencing Plan;  Sequencing of Erosion and Sedimentation Controls;  Operation and Maintenance of Erosion and Sedimentation Controls;  Inspection Schedule;  Maintenance Schedule;  Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. X X swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. X X X APPENDIX F INSPECTION CHECKLISTS INVENTORY F-1: GENERAL INSPECTION CHECKLIST LOG F-2: GENERAL PREVENTATIVE MAINTENANCE LOG F-3: GENERAL CORRECTIVE MAINTENANCE LOG F-4: ANNUAL EVALUATION LOG INSPECTION CHECKLIST LOG 1. The responsible party shall report issues to the local authority and mosquito commission as required by local ordinances and regulatory authorities. 2. The maintenance crew should fill out the checklist in the field manual when performing each inspection/maintenance task. 3. After the maintenance task is performed, the checklist should be filed in the Maintenance Plan and recorded in the log below. Cycle of Inspection Stormwater Management Measure No. Checklist No. Date(s) of Inspection (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) (1st Quarter) Cycle of Inspection Stormwater Management Measure No. Checklist No. Date(s) of Inspection (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) PREVENTATIVE MAINTENANCE LOG Maintenance Schedule Stormwater Management Measure No. Preventative Maintenance Record No. Date(s) of Maintenance (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Maintenance work; e.g., after 1” rain) (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) CORRECTIVE MAINTENANCE LOG Maintenance Schedule Stormwater Management Measure No. Corrective Maintenance Record No. Date(s) of Maintenance (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Maintenance work; e.g., after 1” rain) (1st Quarter) (2nd Quarter) (3rd Quarter) (4th Quarter) (Unscheduled Inspection; e.g., after 1” rain) ANNUAL EVALUATION RECORD The person responsible for maintenance shall evaluate the effectiveness of the maintenance plan at least once per year and adjust the plan and the deed as needed. The responsible party should evaluate the effectiveness of the maintenance plan by comparing the maintenance plan with the actual performance of the maintenance. The items to evaluate may include, but not limited to,  Whether the inspections have been performed as scheduled;  Whether the preventive maintenance has been performed as scheduled;  Whether the frequency of preventative maintenance needs to increase or decrease;  Whether the planned resources were enough to perform the maintenance;  Whether the repairs were completed on time;  Whether the actual cost was consistent with the estimated cost;  Whether the inspection, maintenance, and repair records have been kept. If actual performance of those items has been deviated from the maintenance plan, the responsible party should find the causes and implement solutions in a revised maintenance plan. Evaluator(s) Date of Evaluation Decision __Maintain current version OR __Revise current version Revision date _________ (also update the last revision date on the cover page) __Requires a new deed recording (also update the last recording information on the cover page) __Maintain current version OR __Revise current version Revision date _________ (also update the last revision date on the cover page) __Requires a new deed recording (also update the last recording information on the cover page) __Maintain current version OR __Revise current version Revision date _________ (also update the last revision date on the cover page) __Requires a new deed recording (also update the last recording information on the cover page)