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Home My WebLink AboutNorth Andover_0 Prescott St Developer Review Memo - 4.2.26 - Weston & Sampson - Consultant Review - 0 Prescott Street 4/1/2026 �� 0 ° ° ==~�"��" "��~�� . 55mmmers Brook Drive,Suite,m0,Reading,m^mn67 m/.nr^532.,mm � � K_ � � �� U U � � U�� ~� �� ~� �� K~� �� TO: Tim VWUet. Town of North Andover, MA FROM: Tara K4nK4enuo. PE. and Nicole Lewis, PE. Weston & Gemponn Engineers, Inc. DATE: April 1. 2O2O Residential Development North MA SUBJECT: . . . OF'�AFT Water Review Background Weston & Sampson has completed the water system evaluation of the proposed development at Prescott Street in North Andover, MA. The development is proposed by East K4i|| Housing LLO. The purpose of this evaluation was to determine if the proposed development will receive adequate water pressure and flows from the existing North Andover public water distribution oyotem, as well as identify any impact the development may have on the existing North Andover customers in the area. The Town provided Weston&Sampson with e copy nf the "Zero Prescott Street, Comprehensive Permit Application Package" dated October 21 , 2025 by East Mill Housing LLC. The documents contained in this submittal package were used for this review. The development is e Chapter 40B rental unit apartment nnrnrnunitv consisting of two 4'5 story residential buildings connected bve multi-story parking garage. Building #1 contains 150 rental units, and Building #2 contains 146 rental units for e total of 296 rental housing units. The development is to be located on an existing parcel comprised of epprnximete|yO.13 acres at the corner of High Street and Prescott Street. The proposed buildings are ohnvvn on e set of plans by Civil Design Group, LLO that were included in the submittal package. The two proposed residential buildings are to be located on e portion of the East K4i|| campus that is currently occupied by e 2-story perking garage. An existing 12' innhvveter main currently extends along High Street and into the prnpertv, which provides water service tn the other buildings et the East K4i|| nernpuo. This memorandum details the review nf the water system. Regulations and Evaluation Criteria Massachusetts Department of Environmental Protection (MassDEP) regulations were used as the basis for our determination. K4eooOEP Guidelines for Public Water Systems and K4eooenhuoetto General Lexv (310 OK4R 22.04) require that any public water system must provide 35 pounds per square inch (poi) pressure to all homes and businesses under nnrrne| conditions of flow. Nnrrne| conditions include peek hour demands, usually the most severe demand condition that occurs during the hottest summer days. *exmnandxampson.00m Page 2 MassDEP Guidelines for Public Water Systems and Massachusetts General Law (310 CMR 22.19) require that any public water system shall provide 20 psi pressure under fire flow situations. System adequacy is evaluated under a fire flow situation occurring during a maximum day demand condition. The Insurance Services Office (ISO) and the National Fire Protection Association (NFPA) are independent organizations that guide insurance companies and fire departments. The ISO and NFPA estimate needed fire flow requirements at representative locations and/or for specific buildings throughout communities and publish the methodology for calculating needed fire flow for individual buildings. The ISO publishes the Guide for Determination of Needed Fire Flow, and the NFPA publishes NFPA 1: Fire Code. The Massachusetts Comprehensive Fire Safety Code (527 CMR 1.00) is based on NFPA 1 (2021 Edition) with Massachusetts amendments. Hydrant Flow Tests Weston &Sampson performed two flow tests on March 13, 2026, at 10:15 a.m. and 10:45 a.m. with the help of Town staff. The flow and residual hydrants used for the flow tests are noted in Figure 1 below. cff I&M FA ..., l sldual '1 EHil '^wi'Wn W h Figure 1:Flow and Residual Hydrant Locations westonandsampson.com Page 3 Static pressures at the time of the test were found to be 98-100 psi on Prescott Street, and 108-115 psi on High Street. The tests were conducted under what is considered to be average day demand (ADD) conditions. Table 1 below summarizes the hydrant flow test results. alll dlll "t II°°°IIIlydiiraulrrt Illl! l ow""'IIII"'° s,t IIIII esiiiijl[t IIIIIII IIIIIII � IIIIIII IIII IIII (IIIIIII �� II IIII IIII 1 Prescott Street 100 98 1,500 94 2... High Street 115 108 1 ,485 104 The flow tests show approximately 98-115 psi static pressure in the project area, which exceeds the 35 psi minimum required pressure in the street. Flows at 20 psi residual pressure were calculated to be in excess of 3,500 psi. Hydrant Flow Test Reports have been included in Attachment A. Water Demand Estimates Demands were not provided by the developer and have been estimated for evaluation in the Town's existing water distribution system hydraulic model. Water demands for this development were estimated using 110 gallons per day (GPD) per bedroom based on Title V's (310 CMR 15.000) wastewater flow generation estimates. The proposed buildings are estimated to generate approximately 50,270 GPD of wastewater flow. The bedroom breakdown by estimated wastewater flows are shown in Table 2 below. alll dlll 2 IIII3iir 11 ss(111 alurr(111 °"'IIII'°"li[Cl ! tliiiulr°ulruuat 111 Illll!!!]low � �IIIIIIIII � � IIIIIIIII Ill�llllii Ilililiiiii �ull II�IIIIIIIIII IIIIIII II Building #1 22 69 43 16 150 24,750 Building #2 25 50 56 15 146 25,520 ................................................T®tals ......................47..................... .................1..1..9....................................99.........................................31........................ ............ .........2.96.......................................50...2.70.................. GPD based on. 110 GPD/studio + 110 GPD/1 BR + 220 GPD12BR + 330 GPD13BR The maximum daily water demand (MDD) was then assumed to be approximately 10% higher than this value, as water usage is typically higher than wastewater flow generation. Peak hour demand is approximately 2 times the MDD and is commonly applied for water use evaluations completed with PH conditions. These estimates can be found in Table 3 below. westonandsam son.com s D ',s':"r"', Page 4 IIIIIII pit IIII ! tliiiuir°uiruut111 IIII''tuir°uiruutliiioWateir IIII''tuir°uiruuuirr111 Title V Flow 1 50,270 MDD 1 .1 55,297 PH 2 110,594 Hydraulic Model Evaluation Autodesk (formerly Innovyze) InfoWater Pro hydraulic modeling software was used to model the impact of the proposed development on the water distribution system. The field results were compared to simulated hydraulic model conditions. The hydraulic model was found to replicate pressures within 3 psi of observed field conditions. Using an approximate elevation at street level of 100 ft., the model simulated that the proposed development would experience approximately 111 psi under peak hour conditions. Using the Building #2 finished floor elevation of 116.50 ft., assuming each story of the proposed building is approximately 14 ft. and the building has 5-stories, 111 psi in the street would be approximately 80 psi on the 51"floor of the proposed building. Required fire flow for sprinkler and hydrants in the development area were not provided as a part of this evaluation. The desired flow includes two components — fire sprinkler and hydrant hose stream. The NFPA fire flow requirement will depend on building use, construction materials, number of stories, fire sprinkler system type, etc. and is typically calculated by the developer's fire protection engineer. The hydraulic model indicated a theoretical available hydrant flow at the development area in excess of 3,500 gpm during MDD conditions which is likely to be more than adequate for new construction. However, the developer should provide calculations from their fire protection engineer to confirm. Recommendations The development application suggested that the new construction utilize existing water infrastructure (a 12-inch ductile iron water main) on the property to feed the proposed buildings. However, the plans reference an existing 8-inch water main on the property. In general, it is recommended that that the developer coordinate new services with the Town and include appropriate notes and/or details in a revised set of design documents. The hydrant flow tests and hydraulic model suggest the existing water system conditions for the development area are adequate. It is recommended that the developer confirm with the Town that their calculated development demands are similar to those included in this evaluation. It is also recommended that the developer's fire protection engineer calculate the required fire flow for the proposed sprinkler system and hydrant using NFPA standards for the final proposed buildings. If additional flow is required the buildings should have fire protection systems designed accordingly. P:\MA\North Andover MA\26-0103-0 Prescott St 40B Review\04-Reportsstudies\04-Reports\North Andover Developer Review Memo.Docx westonandsam son.com s D ',s':"r"', ATTACHMENT A: HYDRANT FLOW TEST REPORT ift Weston & Sampson Engineers, Inc. " �� 55 Walkers Brook Drive Reading, Massachusetts 01867 Tel: 978-532-1900 Project: 0 Prescott St 40B Review Date: 3/13/2026 Time: 10:15 AM Test Number: 1 Inspector: Hall Goodwin &Zach Armes City: North Andover State: MA Location Zone: Streets: Prescott St. Weather: 35F and cloudy Sources of supply in operations and rates: Tank levels: Bear Hill: 7.09 ft, Bradford Tank: 92.66 ft, Sutton Hill Tank: 7.10 ft, Clearwell: 19.56 ft Type of development in the area: Residential Required Flow: Hydrant No. Observed Pressure (psi) Corrected Pressure (psi) Flow Hydrant Static: 100 Static: 1 Residual: 80 Residual: Residual Hydrant Static: 98 Static: 99 2 Residual: 94 Residual: 95 Static: Static: Residual: Residual: Hyd. No. Outlet Diam Coeff Main Static Pitot Flow (in) Size(in) Pressure Pressure ( m) 1 2.5 0.9 8 99 80 1500 Flow available at 20 psi "7. 7 gpm. Sketch &Remarks: See Attached Markup, _Q/� (pSTAT—p20)0.54 `L 20 — Hl�/ 0.541 WTP Pressure going out the door: 107.61 (PSTAT—PRES.(CORRECTED)) Finished Water Flow:5.83 MGD (99 PSI-20 PS7)0.14 7,379 GPM= 1500 GPM[ 1 (99 PSI—95 PSI)0.s 4 Sy / ~ S / \ \ + Sy x ` w, P ift Weston & Sampson Engineers, Inc. '�"�"�� ` � 55 Walks Brook Drive Reading, Massachusetts 01867 Tel: 978-532-1900 Project: 0 Prescott St 40B Review Date: 3/13/2026 Time: 10:45 AM Test Number: 2 Inspector: Hall Goodwin &Zach Armes City: North Andover State: MA Location Zone: Streets: High St. and Walkers Road Weather: 35F and cloudy Sources of supply in operations and rates: Tank levels: Bear Hill: 7.09 ft, Bradford Tank: 92.66 ft, Sutton Hill Tank: 7.10 ft, Clearwell: 19.56 ft Type of development in the area: Residential Required Flow: Hydrant No. Observed Pressure (psi) Corrected Pressure (psi) Flow Hydrant Static: 115 Static: 1 Residual: 78 Residual: Residual Hydrant Static: 108 Static: 115 2 Residual: 104 Residual: III Static: Static: Residual: Residual: Hyd. No. Outlet Diam Coeff Main Static Pitot Flow (in) Size(in) Pressure Pressure ( m) 1 2.5 0.9 12 115 78 1485 Flow available at 20 psi 8 I gpm. Sketch &Remarks: See Attached Markup, (PSTAT—p20)0.54 WTP Pressure goingout the door: 107.61 Qzo =Qxl[ P P o.s41 � STAT RES(CORRECTED)� Finished Water Flow:5.83 MGD 8,136 GPM= 1,485 GPM[(115 PSI—20 PSI)os4 (115 PSI—111 PSI)o.s4] µ� m � w w hN„ 4N Mph fA�)f N�Fw'NNb 4ni ppM