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Home My WebLink About2025-01-14 Permanent Building Committee MinutesTown of Reading Meeting Minutes R)L Board - Committee - Commission - Council: Permanent Building Committee Meeting Date: 2025-01-14 Time: 6:00 PM Building: Pleasant Street Senior Center Location: Great Room Address: 49 Pleasant Street Session: Purpose: Permanent Building Committee Version: Final Attendees: Members - Present: please see attached Members - Not Present: please see attached Others Present: please see attached Minutes Respectfully Submitted By: Brian Hromadka from Turner & Townsend Heery Topics of Discussion: Please see attached Page I 1 0 Protea: Reading Center for Active Living Protea No: TTH# HII-2408100 Mee W ft: PBC - ReCAL OS Locadon: Zoom/Pleasant Street Center (Hybrid) Dae: 2025-01-14 0 6:ODPM Retarded By: B. Hromadka Purpose: Reading Center for Active Living Plk: 2408100 - A02-00 Atacaments: Role Call Sheet. Meeting Packet �dws; BH+A - Bargmann Hendee + Archetype, Inc. COA - Council on Aging OPM - Owner's Project Manager PBC - Permanent Building Committee ReCAL - Reading Center for Active Learning RDTC - Reading Dally Times Chronicle RCN - Reading Community Television SBC - Klllam School Building Committee SO - Schematic Dalgn TOR - Town of Reading TTH - Turner & Townsend Heery MEETING MINUTES# 04 H'TlyHarry 'IbwnxnJ Aareeer b*" Rae [aoa 1 trick Tompkins Pr 11 Chalr, PBC, TOR pampkins®ctaconsbu ..cgm (781) 942-9043 enc, Twomey NT ® Woa Club, PBC, TOR g12me0mmra t.n (781) 942-9043 ohn Coote ]e ® Member, PBC, TOR jn.mote@verlagn.net (781) 942-9043 ary swpler Gs ❑ Membe, W. TM gregory_neplerOYahoo.wm (781) 942-9043 to dr MC is RM a Member, PBC, TOR klrk.maormick@hotmall.com (781) 942-9043 ancy Zlenlak NZ ® Member, PBC-ReCAL, CDA, TOR njzi.lskOgmail.cam (701)942-9043 d, Do MD ® Mmber, PBC -Re L, Sek aoaro, TOR I (781) 942-9043 Iftd N..n; MN a A 181, PBC, TOR mpnanaro@veriaon.net (781) 942-9043 d Greenberg AO ❑ MoclMe, Par, TOR aHsgmenbery@gnwll.com (781) 942-9043 AKAYasaiae RIRaMh AlaMlta Lbse/rrY(Aay aurae Tek a "unelR W a Town Manager, TOR mkraunelBOread1W..guv (]81) 942-9043 Gyne Wallman ]w ® ASK Town Manager, MR jwellmanamadingma.gov pet) 942-8837 heron Angslmm SA ❑ Oder nmmdel Office Gmshgm0.dlmrnagv (]81)942-8804 anna Wgad ]WD W Ownmunity Services Director, TOR Jw dlsreadingms.gur (781) 942-6872 oe Hugglm ]11 ® DJe cr of Padgdes, TM )IaggimOreTding.a v (]81)6702824 Pap I1 of www heerv. corn rear AWMWlh.W c apmy~ dm. %uxzl ably. KC ❑ Assistant Director of Fadlltles, TOR ktabuzziod.teadog.ma.us (761)9425492 Nb KG ® Director of Operations, MIR kgabHelloOradirpma.gy (781) 942-6696aune 05.02 30 ® Executive Assisant IdelauneOreadingme.gov (]81) 942-6636 alesld I CK ❑ Flder and Human services AdmlNsphei howaksldOreedirpmaqov (]81)942-6]96aplelgh M9 ❑ Reeding Council on Aging shaplelgh.marllymagmail.cem (781) 942-6]94 adW BH H Tbmw►Towmerd Heery(OFM) brNn.hminadWOWmtawncwn (978)572-6509 m CA ❑ Tumer aTowmend Harry(OW) chuO.adamOtumlown.com (978)500-5435 s FC ❑ TimeraTowmend Heery(OW) petar.eollimOWmbwn.wm (617)611-3265 e Sargmann 36 ® Bergmann Hendrle +Archetype, Inc. jbargmannObhplus.com (617) 350-0450 Chen DC 0 Bergmann tlendfk+Archetype, Inc. dchenlabhpim.mm (61]) 350-0450 da Nazzaru CN ❑ Chair, K lam School Building Committee ca,1a.nezzarpOmMkp.k12.ma.m BH presented the current project invoices and an update on b Holmes BHM ® News Editor, RDTC, RCN the expenses Incurred to date relative to the active project a1waftPOEMe Mb ask !Asti/ % motion was made by NT, seconded MD to approve TTH Invoice NEW BUSINESS ft -ram .wgm,nnr -- ably. OS -03 ICALL TO ORDER Closed The meeting was Called to order by PT at 6:00pm 05.02 Closed Role cell was taken by PT. Refer to attached Role Cell Sheet. 05.03 Closed There were no public comments. OS -04 OPPROVAL OF MINUTES Closed A motion was made by NT, seconded by MD to approve the meeting minutes dated 12/10/24 and 12/17/24. The motion passed unanimously. Roll Call Vote - See attached Roll Call sheet 05-05 NVOIC APP LS AND BUDGET UPDATE Closed BH presented the current project invoices and an update on the expenses Incurred to date relative to the active project Contracts. The Project continues to track with the budget. A motion was made by NT, seconded MD to approve TTH Invoice P3INO042356 In the amount of $11,130.00, BH+A invoice wwwt,amerandpownsend.corn Pape 12 of5 www heery rnm NEW BUSINESS am-»* ooe ore sm. 27259 in the amount of III end KartoonEDU invoice 000115 in the amount of $695.00. All Invoices totaled $81,825.00. The motion passed unanimously. Roll Call Vote - See attached Roll Call sheet 05-06 BH presented an update on the project schedule noting the BH 01/17 Open significant accomplishments over the past few months and the benefits achieved by meeting the April Town Meeting date. Over the past holiday month the team has held over a dozen meetings to further the project on the desired timeline. In response to resent developments, modifications were made to the project schedule, aligning the ReCAL activities with recent design process changes, town approvals and the timing of the Klllam project. BH reviewed each stage of the project over the next few months including the key Town approval dates. The proposed schedule changes were coordinated with PBC member schedules. A meeting Is scheduled for01/15 to finalize dates with the Killam team and the Town, upon which adjustments to the Master Schedule will be made and summary dates distributed to PBC members. PT commended the work of the working groups and consulting firms. 05-07 COMMUPILCATIONS UPDATE KG 01/21 Open KG presented an update on the accomplishments of the communications working group which Included updates to the project website, an FAQ section which responds to Incoming emails from the website and is managed by town staff, and all ongoing outreach through newsletters and social media. A 2" e public forum Is scheduled for 01/28 at the Pleasant Stree Center and will cover facility usage, building design and comparable cost data. A new video is also being seated with additional project updates and a suggestion box Is being Installed for those who dont use email. JW noted that a lunch and learn is also being planned for the ReCAL proiact for th general public. O5-08 SUSTAINADWITY UPDATE Closed BH noted that the working group has been focusing on key sustainability topics that are most relevant to this stage of the project and those that have the biggest Impact on project cost. DC provided an overview of the sustainabllity topics that have been explored and are currently being priced, Including th exterior wall construction and insulation, roof Insulation, window properties, and a variety of HVAC systems. MD asked about the inclusion of solar panels. BH noted that the building Is being configured as solar ready and that the Town an evaluate the addition of panels If funds are available In the budget. MD asked about gram funding for this. JH noted the RMLD provides up a maximum of $601, grant to one project pe year. JC noted that the grant money wasn't of much value as the money from the grants would be coming directly from 171. TT -i NEW BUSINESS as -ave Reading tax payers and that the building orientation might not be favorable to much solar gain. MD noted federal funding could be available to assist with these costs. JW noted that climate leader status communities have access to funding support for sustainability tasks, but that Reading was not currently a member. OS -09 JWW 01/21 Open MT communicated her excitement about the development o the design and noted that In the last working group meeting they reviewed the reasons for the slight increase in building area, but that the group would hold off on addressing this more until the cost estimates are ready. JB described the design o the foundation. Jon Buhl from Foley Buhl Roberts structural engineers explained the rationale behind the foundation design. JC asked if perhaps more cost-effective methods were possible. JC and JB said they have been and will continue to review alternate design approaches and are having the geotechnical report pier reviewed. JC questioned the use of 2x6 studs. JB said these were for the exterior walls and were needed to fit the piping. DC added that they were also needed for Insulation thickness. JC asked if the amount of cement could be reduced and If different types of steel or different framing materials could be used. The group agreed that these explorations were somewhat early for the current stage of the design, but that they will be considered as the design advances. JB reviewed the SO set noting that there was more detail shown then typically found at this stage and pointed out the recent change to move the billiards room to the 2nd floor. JB confirmed that this has been done in other facilities without sound or vibration Issues. The purpose for the level of detail was to help ensure that all costs arc accounted for in the upcoming estimate. The location of the building was discussed relative to solar gain, as was required parking. JC asked about whether plans for the Burbank Ice Rink had been located. JW noted that the Town departments had looked, but were unable to produce them. JWW said the Town had recently met with the rink operators and would circle back with them to see 1 any documents were available. 05-10 Manaulma Protect Costs Closed PT noted the need to review costs while conducting the schematic drawing reviews. JB mentioned that cost increases could be likely If new tariffs arc Imposed. BH presented an overview of how construction and project costs are established, pointing out the many factors that make up the total project cost. He also provided a comparison of similar projects and their associated costs which could be used to establish a cost per square foot benchmark. By applying this benchmark to the current size of the proposed facility, a range of probable costs could be established. This range, based on dozens of other local projects, currently aligns with the Pape 14 el5 www.heerv.,. NEW BUSINESS +ro-sa"^ ov a.a stm anticipated cost range of the current ReCAL design. BM pointed out that the team did not yet have a full handle on estimated costs of the design as the cost estimators were only now being their calculations. Detailed estimated costs are expected in early February. BH also reviewed historical Cost inflation changes and noted the significant upsurge since COVID as well as the cost factors that come from both global and regional changes. )C pointed out the need [o provide the estimated tax Impacts related to the cost. NZ and PT valued the background knowledge presented that leads to establishing protect costs. NZ Indicated that many comments on social media mh ad to these types of questions. BH noted that both Items were o value and Mala tax calculator should be prepared for residents to better understand the projects Impact. While people are concerned about their tax Impacts many are equally concerned with the value that Meir tax dollars bring. He also pointed out that the costs discussed were future costs and would likely have a lower Impact on taxes than It may appear at this stage. 18 asked if a full budget would be presented after the cc estimates were available. BH confirmed that TTH has a ere budget established which will be updated and presented once the estimated construction costs are available. MD requested that a comparison to the Killam project budget would be helpful. PT stated that total project costs is the most helpful number to understand and that the Items included In the ReCAL budget would be similar to the Killam project except that the school has MSBA grant funding that reduces the cost to the town. PT noted that cost cutting should be focused on retaining the highest costs with the lowest value to the project OS -11 Closed A motion to adjourn was made by NT and seconded by MD. role call vote was taken. The meeting adjourned at 8:16 pm. "•at 11ee°^y. January 21', 6pm, Zoom/In person at Pleasant Street Center (Hybrid) END OF MINUTES. me aurae nmamo res comer a r...ne "ee,y s mmro,etenan or yems and Benisons Warned Bunny con meth /dg. Aemnons or rmmeycns must be sueMned in wining w me aumw within tore[ ears of reMA; ome,w;sw the mmuh will snond as wnden. www cu r0grandtawneen-=, Page 15 d5 www.heervcom Project P,ject No: Meetmnp No: LOO moo: nate: Retarded 6y: Purpose: Fit.: Reading Center for Active Living TTH* HQ -2408100 PBC - ReCAL 05 Zoom/Pleasant Street Center (Hybrid) 2024-01-14 0 6PM B. Hromadka Reading Center for Active Living 2408100 - A02-00 ROLE CALL VOTE SHEET mmr: ATTFNOFFS N,. _ _ wr w.x wep vote wee "a wet wet wev IMuck Tomptim-Ch* J J J J NAM Taomay-Vke Clair J J John toffee - ktmnblf J J J J Gregory BNplar-Mambm x V xPY NPV 10P1f IOrk MCConeick•Mmnbar J J J xanayaemak-Manthm J J J J Mark Dockaar-Member J J J J maw Wumo-FOo 10 J Ad C,learAxii-Aaaoclate xw vow Roll Cell voee 2 Approval of meeting minute from 121=024 and 12/17/2024 Vote Vote to approve project invoices for a total of $81,825.00 (refer to meeting minutes for detail) vota4 Adjournment J -is a YES vote NPV is Not Present for VOW AS is Abstained ern Orq Town of Reading RECEIVED Meeting Posting with Agenda By Igemme at 2:43 pm, Jan 11, 2025 a: urcoet� Board - Committee - Commission - Council: Permanent Building Committee Date: 2025-01-14 Time: 6:00 PM Building: Pleasant Street Senior Center Location: Great Room Address: 49 Pleasant Street Agenda: Revised Purpose: Permanent Building Committee Meeting for ReCAL Meeting Called By: Genevieve Wood on Behalf of Patrick Tompkins Notices and agendas are to be posted 48 hours in advance of the meetings excluding Saturdays, Sundays and Legal Holidays. Please keep in mind the Town Clerk's hours of operation and make necessary arrangements to be sure your posting is made in an adequate amount of time. A listing of topics that the chair reasonably anticipates will be discussed at the meeting must be on the agenda. All Meeting postings must be submitted in typed format; handwritten notices will not be accepted. Topics of Discussion: 1. Call to Order 2. Public Comment 3. Approval of Minutes (vote) 4. Budget Update & Invoice Approval (vote) S. Reports/Deliberations/Discussion/New Business/Action a. Monthly Update I. Schedule Update ii. Communications Update iii. Sustainability Update iv. Stakeholder/Design Update v. Managing Project Costs 6. Adjournment Community Services Department is inviting you to a scheduled Zoom meeting. Join Zoom Meeting httos://us06web.zwm. us/i/895535998837owd=m rbhaislna2Go3toaA3XmeM KD2zdd7.1 Meeting ID: 895 5359 9883 Passcode: 309171 One tap mobile +16465588656„89553599883#,,,,•309171# US (New York) +16465189805„89553599883#,,,,•309171# US (New York) IDis Agenda has been prepared In advance and represents a listing of topics that the chair reasonably anbcipates will be discussed at the meeting. However the agenda does not neCessarily Induce all matters which may he taken up at this meeting. Page I 1 rR Town of Reading is, � i Meeting Posting with Agenda Dial by your location , +1646 558 8656 US (New York) • +1646 518 9805 US (New York) Meeting ID: 895 5359 9883 Passcode: 309171 Find your local number: httos://us06web.zoom.us/u/kwZJe8axW This Agenda has been prepared in advance and represents a listing of topics that Me chair reasonably anticipates will be discussed at the meeting. However the agenda does not necessarily Include all matters which may be taken up at this meeting. Page 12 Town of Reading 0 Meeting Minutes Board - Committee - Commission - Council: Permanent Building Committee Meeting Date: 2024-12-17 Time: 7:00 PM Building: Pleasant Street Senior Center Location: Great Room Address: 49 Pleasant Street Session: Purpose: Public Forum for RECAL Version: Draft Attendees: Members - Present: please see attached Members - Not Present: please see attached Others Present: please see attached Minutes Respectfully Submitted By: Brian Hromadka from Turner & Townsend Topics of Discussion: Please see attached Page I 1 Project: Reading Center for Active Living Project No: TTH# HII-2408100 Meeting No: PBC - ReCAL 04 Location: Zoom/Pleasant Street Center (Hybrid) Date: 2024-12-17 @ 7:OOPM Recorded By: B. Hromadka Purpose: Reading Center for Active Living - Public Forum #1 File: 1809300 — A02-00 Attachments: Role Call Sheet. Meeting Packet Abbreviations: BH+A - Bargmann Hendrie + Archetype, Inc. COA — Council on Aging OPM — Owner's Pnl Manager PBC — Permanent Building Committee ReCAL — Reading Center for Active Learning RDTC — Reading Daily Times Chronicle RCN - Reading Community Television SBC — Killam School Building Committee SD — Schematic Design TOR — Town of Reading TTH - Turner & Townsend Heery MEETING MINUTES# 04 Altavrdrn ZnMntr Phaest Title RDA, Email T.I. Patrick Tompkins Pr ® Chair, PBC, TOR ptompkins@co=struction.com (781)942-9043 ancy Twomey Nr ® Vice Chair, PEC, TOR nj2me@comcasanet (781) 942-9043 ohn Coote JC ® Member, PBC, TOR jas.come@venzon.net (781) 942-9043 regory Stapler GS ❑ Member, PBC, TOR gregory—stepier@yahoo.com (781) 942-9043 irk McCormick KM ❑ Member, PBC, TOR kirk.mccormick@hotmall.com (781) 942-9043 ancy Ziemlak NZ 99 Member, PBC-ReCAL, COP, TOR ngiemlak@gmail.com (781) 942-9043 ark Dockser MD I ® Mmber, PBC-ReCAL Select Board, TOR mark.dockser®d.reading.ma.us (781) 942-9043 ichael Nazzam MN ❑ Associate, PBC, TOR mpnazzaro@verizon.net (781) 942-9043 ri Greenberg AG ❑ Associate, PBC, TOR arisgreenb M@gmail.com (781) 942-9043 Ada. Atlsr I zhill i Meant CbnrPa^r (AON) EnNR TIL. aft Kraunelis MK ® Town Manager, TOR mkMunelis@readingma.gov (781) 942-9043 ayne Wellman JW ® Asst. Town Manager, TOR Jwellman@readingme.gov (781) 942-6637 haron Angstrom SA N Chief Financial Officer sangstrom@readingma.gov (781) 942-6604 anna Wood 1WO ® Community Services Diredor, TOR Jwoud@readingma.gov (781) 942-6672 oe Huggins 1H ® Director of Facllldes, TOR jhuggins@readingma.gov (781) 670-2824 .ut. s u- 'r• - Add ArbnAau Tnfil Proem Ce "PMY (ROM) Email Tel. vin Cabuzzi KC ❑ Assistant Director of Facllities, TOR kobuzzi Lba.reading.ma.us (781) 942-5492 tle Gabriella, KG ❑ Director of Operations, TOR kgabrlellodpreadirlil gov (781) 942-6696 oshua Delaune ID ® Execulive Assistant Jdelaune4Preadingma.gov (781) 942-6636 kris Kowaleski CK ® Elder and Human Services Administrator ckawaleski@readingma.gov (781) 942-6796 anlyn Shapleigh MS ® Reading Council on Aging shapkigh.madlyn®gmall.com (781) 942-6794 Man Hnomadka BH 0 Turner &Towaeend Heery (OPM) bnan.hromadkaCtumtown.com (978) 572-6509 uck Adam CA ❑ Turner & Townsend Heery (OPM) chuck.adam®tummwn.tvm (978) 500-5435 Peter Collins PC ❑ Turner & Townsend Heery (OPM) peteccollinsdltumtown.wm (617) 823-3265 oel Bergmann )B IA Bergmann Heroin + Archetype, Inc. Jbargmnnnt@bhplus.wm (617) 3SM450 an Chen OC ❑ Bergmann Hendne + Archetype, Inc. dchen@bhplus.wm (617) 350-0450 ada Navaw CN ❑ Chair, Killam School Building Committee carla.nazzaroQreadingAl2.ma.us ob Holmes BHM ® News Editor, RDTC, RCN WDAwrfbuumInR1aM Plawrtt Tula Rob Email Tal. facility. MD also noted the investigation of 15 centers in other NEW BUSINESS Mfr - lien OLD BUSINESS Ass/gnmmt Mq -ICM, Su,,s Rssignmen[ Due Dah Sbnrs Closed The meeting was called to order by PT at 7:00pm NEW BUSINESS Mfr - lien Ass/gnmmt pue aa<e Su,,s 04-01 CALL TO ORDER Closed The meeting was called to order by PT at 7:00pm 04-02 ROLE CALL Closed Role Call was taken by PT. Refer to attached Role Call Sheet. 04-03 INTRODUCTION & OVERVIEW Closed MK began the public forum by opening all public board meetings and providing welcoming remarks and introductions. BH provided an overview of the project and its history along with a summary video. 04-04 RECALCWORK UMMARY Closed MD reviewed the work Completed by the Reading Center for Active Living Committee (ReCALC) focusing on why Reading is developing the ReCAL project. MD Identified the needs of the growing 60+ segment of the Community, shortcomings and limitations of the Pleasant Street Center, and community feedback on the type, use, Cost and location of a desired new facility. MD also noted the investigation of 15 centers in other www.tumerandtownsend.com Page 12 of 4 www he s" com NEW BUSINESS mw-avn Acorn pa q4 Satla communities pointing out their desired programs and actualized spending on 60+ and intergenerational community programs. MD pointed out that the selected project site received unanimous support by 4 public boards/committees and 2 professional consultants. 04-05 DESIGN UPDATEClosed JB presented the work of BH+A architects to date noting the programming and site evaluation work that was done during the feasibility stage, and the current status of the completed schematic design work. JB pointed out that the proposed pickleball courts were being developed and financed by a separate community group but are planned to be adjacent to and integrated with the programs offered through the ReCA facility. Building floor plans and conceptual images were presented along with explanations of how the facility would function and serve the needs of Reading residents. 04-06 INM INVOLEMENT Closed BH presented the project schedule Identifying the various stages of the project, when project costs would be available, when town voting was expected, and how the community an participate in the ongoing evolution of the new ReCAL facility. BH highlighted the new project website available at www. readinoma.00v/recal and the methods for the community to provide feedback and engage in the development process. 04-07 MANAGEMENT and FINANCING OF PUBLIC FACILITIES Closed PROJECTS JH discussed the Town's current capital improvement program and how new projects are prioritized, as well as the ongoing maintenance programs delivered to all public buildings. JH noted the ebb and flow to facility renewals and how the Town has a history of completing multiple capital project simultaneously. SA noted that Reading is in good financial position and an borrow money at favorable rates. Financial decisions are made to have the best Impacts to tax bills. SA also noted that Reading will likely have multiple capital projects happening simultaneously In the future and that multiple completed capital projects are currently coming off the tax bill. These Include past excluded debt for financing the High School, Wood End Elementary School, and the Town Library. With the removal of financing payments for these projects (at the end of the fiscal year), the Town of Reading will have zero excluded debt on their books. P! described the role and credentials of the Town's permanent building committee (PBC). The PBC manages all large capital projects on behalf of the Town in concert with the professional consultants assigned to the projects. The PBC reviews the project's design and financial data and provides direction on VM..1. -h 9931•u NEW BUSINESS H" -dm nsly.l ore Nle scow behalf of the town. All meetings are open to the public and available for public Input. 04-08 PUBLIC COMMENT Closed Comments and ouestions were provided by public attendees. Topics Included the need for accessible spaces; the use o spaces by groups other than the 60+ part of the community; the pros and cons of having a senior only center versus an intergenerational center with dedicated senior spaces; the potential for additional Income generation through the rental of available space; the benefits provided by the integration o a gym within the facility; anticipated staffing arrangements, the timing of the ReCAL and Klllam projects, costs of other community projects in the $15-$20M range. Answers provided focused on: the ongoing prioritization o designing a fully accessible building; the past experiences o other communities which preferred an intergenerational facility with an attached gym (whether or not they took this step initially), changing laws that may necessitate public voting outside of schools, the anticipated increased operational Income from the new space; the minimal savings/efficiency related to moderate cuts in building size; the plan to staff the building primarily with current town staff only; the understanding that the ReCAL and Killam projects developed organically over a long period of time and are coincidentally arriving before the voters at the same time; that both Killam and ReCAL represent prioritized needs of the Reading community which will address needs of all age groups; the differences between stated construction versus project costs as well as the similarity in actual costs between communities and other public building types, as well as the annual Inflation changes that create notable cost differences related to when the projects are completed. 04-09 AU30URNMENT Closed A motion to adjourn was made by NT and seconded by JC. A role all vote was taken. The meeting adjourned at 8:44 pm - 8 min. Heat N -deg; January 14M, 6pm, Zoom/In person at Pleasant Street Center (Hybrid) END OF MINUTES. me a -..em, nme-e rownune nee," mrerpredaon.flxms abcessea, .,w aeds a rmcnee outing MB meed". aaaro.ne corn mans must be suE Wev In wMe, M Me .0 er wiMm te. eew efreo ix, otherwise, Me minutes will dna as w~. www tumerandtownsend.com Page 14 of www hee".com prole&: Project No: Meeting No: Wwtion: Data: RemN By: Purpose: He: 'I iu nci k l'uw n.onl Hcc� v Reading Center for Active Living TTH* HII-2408100 PBG — ReCAL 04 Zoom/Pleasant Street Center (Hybrid) 2024-12-17 @ 7PM B. Hromadka Reading Center for Active Living 1809300 — A02-00 ROLE CALL VOTE SHEET PBC ATTENDEES xwx Ymr "I "3 e61 vdae 1We N 7 "1 Wei Patrick Tompkins - Chair J J Nancy Twomey—Vke Chair J J John Coots - Member J J Gregory Stapler - Member NPV NPV IOrk McCormick - Member NPV NPV Nancy Zlamiak- Member J J Mark Cockesr-Member J J MidaN Naaaro-Assodais NPV NPV AriGreeMerg-Assodate NPV NPV vote Roll Call Vote Adjournment J -is a YES vote NPV is Not Present for Vote AB is Abstained OPM Budget 6% eiimuinM�wF Reading Center - for Active Living Designer Budget (I ) Designer Schematic Design Q Communications Budget IM Turner & Townsend Heery, LLL 3550 Lenox Road NE, Suite 2300 Atlanta, GA 30326 FEL 58-0827945 This invoice has been approved by Turner & Townsend Heery and is recommended for payment. Date reviewed: 01/09/2025 Reviewed by: Brian Hmmadka Amount approved: $11,130.00 Invoice Invoice Number IPJIN0042355 Date 1/7/2025 Project Number HII-2405100 WELLMAN, JAYNE TOWN OF READING 16 LOWELL STREET Reading, MA 01867 Project Name READING CENTER FOR ACTIVE LIVING December 2024: Schematic Delsgn $11,130 Professional Services Rendered Fixod.Eas % Complete Fee Earned 94,500.00 37.12 35,080.00 Previous I" Billing 23,950.00 Current Fee Billing 11,130.00 PAYMENT DUE THIS INVOICE 11,130.00 Cumulative Billings Current Prior Periods TO -Date Fee 11,130.00 23,950.00 35,080.00 Totals 11,130.00 23,950.00 35,080.00 Coeleeb HROMAONA, BROW lbdee1vomedae@h,mtown.coml a Invoke questions. Peer. t all BARGMANN HENDRIE+ARCHETYPE, INC 9 Channel Center Street, Suite 300 Boston, MA 02210 617-350-0450 www.bhplus.com This invoice has been approved by Current Prior Turner, "Townsend Heery and is Fac 70,000.00 Jenna Fforente recommended for payment. 188,000.00 Totals Town of Reading Date reviewed: 01/09/2025 January 7, 2025 16 Lowen Street Reviewed by: Bran Hromadka Project No: 03513.00 Reading, MA 01687 Amount approved: 70,000.00 Invoice No: 27259 Project 03513.00 Reading Center for Apure Living Balance Professional Services from Decendber J- 2024 to Deciambar 31, Fee 12V2024 20,000.00 Percent Total Current Fee by Phase FEE Compete Earned Invoicing Phase I: Facilities Program Study 25,000.00 100.00 25,000.00 0.00 Phase II: Feasibility Study 65,000.00 100.00 65,000.00 0.00 Phase III: 80, Survey, Geotechnical 160,000.00 61.26 96,000.00 70,000.00 Total Fee 250,000.00 188,000.00 70,000.00 Previous 118,000.00 Fee Billing Total Fee Invoiced 70,000.00 Current Invoke Total $70,000.00 Billings to Date If you have NIN Ruactlam, pease canfact Fre4 Raffenaperger (6174562242). Current Prior Total Fac 70,000.00 116,000.00 188,000.00 Totals 70,000.00 118,000.00 188,000.00 Outstanding Invoices Number Date Balance 27214 12V2024 20,000.00 Total 20,000.00 If you have NIN Ruactlam, pease canfact Fre4 Raffenaperger (6174562242). Project 03513.00 Reading Center for Active Living Invoice 27259 9 you have biting aueellom. 0e969 mnmot Fred RellenspagW (617-458-2242). INVOICE This Invoice has been approved by # INV -000115 Turner & Townsend Heery and is Duren recommended for payment. Balance Dee Date reviewed: 01/09/2025 f695.110 Reviewed by: Brian Hromadka kartoonEDU Amount approved: $695.00 MIN 92-3619122 74 Surrey Lane Sudbury Massachusetts 01776 U.SA 978-261-7333 dwe@kartoonedu.com kartooncil Bill To Town of Reading Mass. Invoice Date : 20 Dec 2024 16 Lowell Street Reading Terms: Due On Receipt 01867 Massachusetts USA Due Date : 20 Dec 2024 1 Video:Pillar#1 of ReCAL informational series. 1.00 695.00 695.00 Sub Total 695.00 Total $695.00 Rall Due $695.00 Notes Thanks for your business. Terms & Conditions Please review Me attached license for terms and Conditions of use. Should your organization require a signed agreement please Initial eadi page and sign Me last page and return it to kartoonEDU to be signed and executed. 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This license is also subject to the entity size (by student enrollment) shown in your license. AUTHORIZING SIGNATURE FOR THE LICENSOR AUTHORIZING SIGNATURE FOR THE LICENSEE: DATE: x DATE: PRINT NAME; PRINT NAME f:;ll;IAIWF l PRINT TITLE 51 Licensee Initials: Brunnick Mason From: lisacroselli@aol.com Sent: Thursday, December 5, 2024 2:22 PM To: Brunnick Mason Cc: Bergmann, Joel Subject: Reading - Geotech Geotechnical Site Report is attached Attachments: 2436 GPI - GEOTECHNICAL REVIEW - Proposed Community Center - Range Rd - Reading MApdf Hi Mason Our Reading geotechnical site report is attached for your use. Figure 5A and Figure 5B summarize the conditions below ground as we found them in the borings drilled for the Community Center Report pages 16 and 17 provide a summary of foundation alternatives for the building. Weak found bearing subsoil has required presentation of a review of akematives. Further information on the various foundation support systems can be obtained from the various installation contractors. Pickleball and paved area boring logs are included with a brief review on page 22. Please contact me with any questions. Thank you for including us. Use Lisa R. Casselli, PE - Principal Geotechnical Partnership, Inc. 354 Ashbumham Street Fitchburg, MA 01420 617/201-0914 In a message dated 11/26/2024 3:20:22 PM Eastern Standard Time, MBrunnick@bhptus.com writes: Thanks, Use - great to hear! Hope you have a nice Thanksgiving Mason Brunnick COO BARGMANN HENDRIE+ARCHETYPE, INC. 617 350 0450 main 617 456 2248 direct GeetechnicalPartnership, /nc. Geotechnical Engineering Services for New England Since 19e7 We Ceawlli,PE Pn'mJpel-AWBE Film Subsurface Exploration Laboratory Soil Testing Geothermal Testing Foundation Specialty Systems Ground Improvement Earthwork Testing 27 November 2024 File No. 2436 Town of Reading c/o Bergmann Hendrie Archetype 9 Channel Center Street— Suite 300 Boston, MA 02210 Attenfion: Mason Bmnnick - COO Subject: Geotechnical Data Summary Report Proposed Community Center Range Road Reading, Massachusetts 01867 Dear Mason: This geotechnical data summary report gives our site background data review, subsurface explorations (soil, groundwater), field soil testing, engineering data summary, analyses and calculations for the proposed new construction on Range Road in Reading, Massachusetts (Figure IA). 45 New Ocean Sheet— Suite A 354 Ashbumham Street Swampscott, MA 01907 Fitchburg, MA 01420 Tel. 781/646-6982 Tel. 617201-0914 L Proposed Construction: Existing Conditions: • Plan reference: o Approval Not Required Plan of Land —Haverhill Street Lot 133 Map 35 Town of Reading, Middlesex County, Commonwealth of Massachusetts; prepared by Control Point Associates, Inc. of South Marlborough, MA; dated 22 June 2022. o No site utilities survey was required as the property is raw woodland. Direction Datum Elevation and Coordinates: o Direction: • Plan north: Figure 1A, Figure 1 Celled north for this review: in the general direction of Symonds Way. o Elevation and datum: • Vertical elevations: • Site topographic elevations were provided on the site survey plan. • The proposed new community center building footprint is relatively level with she elevations ranging from EL 86 R+/- to EI. 88 fl • Elevation datum: NAV88. o Site coordinates: • Latitude: 42.5412° N • Longitude: -71.0850' W Existing She Conditions: o No attempt has been made to undertake a detailed history of this site. Historic review is included in research for Phase I environmental she assessments. • No useful site area mapping was found except an undated map which showed three structures directly across Range Road (Figure IS). The subject site was undeveloped. • During the 1950s a missile launch she was created directly across the street on Range Road. This launch site was decommissioned in 1963. A 1977 aerial map seems to show remnants of the launch site. The subject she remained undeveloped. • By 1994 the launch site had been redeveloped as the Burbank Ice Arena and parking area, which remain today. The subject site remained undeveloped (Figure 1A). Proposed Community Center 2 27 November 2024 Reading, AU CPI File No. 2436 o Immediate site area topography is slightly to moderately sloping (Figure 1). o Site underground utilities (water, sewer) are not relevant as this is a raw woodland property. Even so, an area utilities list is held by us. • e \v Y 11 • �IL1 • OOOOOV • i Figure 78: Project Vicinity Pre -Ice Rink 1 Urkillated Anticipated New Construction: • Plan Reference: o Reading CAL—Town of Reading; prepared by Bergmann Hendrie 8 Archetype of Boston, MA, dated 1 November 2024. • New Building Structural Information: Figure IC a New construction: • Above -grade floor levels: two (2) • Below -grade floor level: none currently planned • Elevator included in design: one (1) conventional o Footings: • Applied loads: assumed maximum • Columns: 100 K • Exterior walls: 4 KLF • Bottom of footing (BOF): • Exterior: at minimum at recommended frost depth • Interior. 2 feet below first floor finish floor slab o Ground floor elevation: assumed 1-' floor FFE at EI. 88 R.+/- (NAV88). Proposed COnwNaiW Cerner 3 27Novenber2024 Reading, AL1 GPI File No. 2436 Ir, ,■niii�rr��f _.........uun..um.... ' ■��_ _ - o Ground Boor loads (assumed): • Mechanical and storage areas: 150 PSF applied total load • Public use areas: 150 PSF applied total load • Interior equipment parking area: 450 PSF, if any are planned. o Elevator pit: pit base at 5 ft. below 1•' floor FFE; EI. 83 R,+/_ (NAV88) Subsurface Conditions: Topographic Data: • Elevation Range: the immediate site area is slightly to moderately sloping (Figure 1D-1, Figure 1). Proposed Community Center 4 17November1014 Reading. MA GPI File No. 2436 Area Surficial Geoloav: o Area surficial geology is the result of a series of glacial advances and retreats with possible occasional intrusive marine action. • The result in the general area was land dotted with glacial moraines and glacial drumlins with adjacent extensive law -lying glacial outwash (glacial fluvial) plains Figure ID). In this area the outwash is overshadowed by extensive wetland. • Glacial drumlin and moraine formations were left behind by glacial scour and melt. • Areas near rivers also had alluvial (river flood) sediment contributions within their lowland formation (alluvial land; Bear Meadow Brook, northeast) as contrasted with sedimentation within glacial outwash plains (Figure 1D-1). • Glacial upland formations (drumlins, moraines) can contain extensive mapped adjacent glacial outwash soil deposits as shown in this area in Figure 1D. • Glacial moraines are an accumulation by deposition of glacial drift (silt, sand and gravel) within a glaciated region. Thrust of glacial ice (bulldozed material) occurred frequently. Exposed bedrock is common. • Glacial drumlins are oval hills of day, silt, sand and gravel compacted under pressure at the base of hundreds of vertical feet of glacial ice. A drumlin's axis indicates the direction of ice movement (compacted material). • An alluvial plain is famed by granular soil left behind by repeated river flooding providing silt, sand and gravel commonly found in the relatively level areas beyond the river. Outwash plain soils are similarly formed within glacial mellwater. • According to Figure 1D, the site lies within mapped glacial outwash. Subsoils associated with this formation would largely include a mix of gravel, sand and silt. c According to area suMcial geologic mapping utilizing the site latitude and longitude coordinates [Massachusetts GIS, Surficial Geology,, Commonwealth of Massachusetts Office of Geographic Information; September 2012; updated 2018] the site was predicted to be situated upon on one or more of the following sumcial native soil units: • Glacial outwash (water placed silt, sand and gravel); glacial fluvial • Glacial till 'a 100 m vo eo B. m lawdow ipawae n ._: ..—,...._.. -., SIIE Brook Soak ao aeNd z Milne Figure IDA: Area Sol Profae Water Bodies: o The following mapped water bodies are closest to the subject site: • Pond: 1760 ft. northeast. • Bear Brook: 1860 ft. northeast • No other significant project area water bodies (ponds, lakes, rivers, streams) are mapped on Figure 1 within a 1 -mile radius of the subject site. o Wetlands • South Cedar Swamp: adjacent south, east • Cedar Swamp: 500 ft. north Proposed Community Center S 27November2024 Reading, MA GPIFile No. 2436 • Anticipated She Substrata: Based upon the collected geologic and topographic data, anticipated native she substrata were considered to potentially include: o Man -placed fill o Organic soil (peat, organic silt) o Glacial outwash (water sorted silt, sand and gravel) o Glacial till (ablation till, basal till) o Bedrock Kee tl OMK UQQQQT [US Department of the Interior; US Geological Survey, Massachusetts State Geologic Map; 1998; updated 2018; see Figure 1E] o Primary rock: volcanic • Hardness: a medium hard rock; igneous • Structure: fine grained • Mineralogy: felsic with rhyolite o Primary rock: gabbro • Hardness: a dark hard rock; igneous • Structure: medium to coarse grained equigranular • Mineralogy: feldspar with ferromagnesian minerals; no quartz o Primary rock: Alok • Hardness: a hard rock; intrusive igneous • Structure: medium to coarse grained granular • Mineralogy: feldspar; no quartz D th t bedrock data was Figure 1E: Area Bedrock Geology o De o not available from MA GIS (2018 database). Vdcanic Diorite, Gabbro with Volcanic I SffE Previous Test Borings and Monitoring Wells • On -Site Borings: no previous on-site boring records were found • Previous Area Borings: no previous boring records were found Volcanic • Ez sena Groundwater Monitonm; Wells: o Three remnant groundwater monitoring wells were found on this site (designated Well A, B, and C; Figure 2). o No wells were noted on adjacent properties. Proposed Community Center 6 27 November 2024 Reading, MA GPI File No. 2436 F :a ]: SUOsu,M1ou EuplorNan r � ♦� al / wGliM ` 1, 1 a91 9 nvc Co ity terprop"' s, Wall Test Borings Undertaken for this Study • No Safe: was performed by us • Test Borings: o Drilling was performed by Cosmo Drilling of Ocean Bluffs, MA: • Twelve (12) structural test bodngs (designated B1 through B12) were drilled on-site during November 2024 (Figure 2). Drilling dates for the individual borings are provided on the boring logs In Appendix A. • Refer to Figure 2. Subsurface Explorations for approximate as -drilled test boring locations. o A tripod mounted (portable) drill -rig equipped with a drop hammer drilled and sampled soils in the holdings below grade. • 3 -in. dia. BW cased drive and wash borings were advanced • Community center borings B7 to B4 were terminated either to top of possible bedrock or 22 ft. below existing site grade (Table 1, Figure 5A, Figum 5B). • Paved area and pickleball court borings (85 to B12; Figure 2) to shallow depths, typically to either possible top of bedrock or dense glacial soil. o Soil samples were generally taken in 2 -foot increments continuously from ground surface to up to 12 ft. depth and at 5 -foot intervals thereafter (Appendix A). • Dlallal Boring Logs: o Recovered test boring soil samples were digitally logged by the geotechnical engineer In accordance with ASTM D-5434-97: Standard Guide for Logging of Subsurface Explorations of Soil and Rock. o Boring logs prepared by the engineer are presented in soil boring log sheets in Appendix A. Log details soil type, boundary elevation or depth, density, consistency, thickness, coloration, moisture and composition. Proposed ColnmvriN Carver 7 27Norember1024 Reading. MA GPI File No. 2436 Figure 3: Standard Penetration Tests - Building —81 —82 —B3 —84 90 85 ? 80 v u 75 c 70 65 w 60 0 20 40 60 80 100 120 140 160 Nee (blows/foot) 111. Geotechnical Testing: Field Testing Performer/: • Standard Panetroon Tests (SPT) (Nw in blows/fool) • Field Gradation Tests Standard Penetration Testing (SP7): • SPT Presentation and Definition: o A standard penetration test is defined as the number of blows of a 140 lb. hammer falling 30 inches to drive a standard soil split spoon sampler 12 vertical Inches. The number of blows is designated as "N' o Standard penetration tests (SPT) N are summarized for the four building borings with depth on the boring logs in Appendix A and for the borings in Figure SA, Figure 5B. o Field SPT N (blows/foot) is taken from blow count graphs provided on the boring logs. o Standard penetration test N is plotted for the four building borings in Figure 3. • SPTTvoe o The borings drilled (see Appendix A) used a drop hammer sampler drive system. o Borings were advanced using drive and wash methodology. This drilling technique is known to yield more accurate N values than either auger or percussion drilling. • SPT N Data Analysis of this Site: see also Appendix A o Note that in the plot of N with depth in Figure 3: • Boring N values are variable within the near surface existing fill soil. • Boring N values are also variable with depth within the sandy glacial fluvial soils and then generally increase with additional depth. • No casing or split spoon refusal was found in any of the four borings, which could have indicated the top of passible bedrock. o See also the N pattern variation with respect to soil type in Figure 5A, Figure 5B as well as in the blow count graphs on individual boring logs in Appendix A. Propared Community Center 8 27Nowsber2O24 Reading, MA GP/File No. 2436 • SPT N Ertaineerind Us" SPT data can be useful in determination of values of soil bearing capacity, Young's Modulus for footing settlement evaluation, as well as input to footing base soil friction angle, seismic site Bass and slab subgrade modulus determination. Field Gradation Tests.- Test ests: Test Use: o Limited field gradation tests were performed to better determine the relative percents of coarse gravel, fine gravel, coarse sand, and medium sand and fines (silt and fine sand) in recovered site granular fill and sandy glacial fluvial subsoil samples. • Limitations: o Field tests are limited to recovered dry or field air dried soil samples. • "ieve method does not allow for separation of silt from fine sand. Laboratory Soil Tests: • Test Boring Samollno: o No laboratory scil particle gradation testing was undertaken for this review. o Test boring samples are typically too small in recovered volume for accurate lab testing. • Quality of Samoled Solis for Re -use: refer to the final section of this report. IV. Soil Strata: Data Summaries: Subsoil Profile Data Summery: general summaries of soil substrata found in the subsurface explorations are provided in: o Table l: Exploration Summary. o The subsoil profile drawings (Figure 5A, Figure 5B); and o The test boring logs (Appendix A). o Report section: Site Subsoil Descriptions • Exploration Summary Table: refer to Table I Table l: Exploration Summary— Community Center Building Proposed Community Center 9 271Vowm6er2024 Reading, MA GPI FRe No. 2436 All SP 6 All SP All SP SP -GP Glacial D"th to Sud'a" AR Glacial Fluvial Glacial Possible Location EL DepthDAINaI Existing Fluvial (low Fluvial Gabbro (ft.)) Fill (medium medium (Ve ry Bedrock (NAVES) (m.) dense to dense) loose to (A,.) dense)(10 loose) R (ff.) B1 86+/- ISAR 1 5 9A 15.4 B2 88+/- 13.211 5 8.2 13.2 B3 86+/- 21R 1 8 ii 20 B4 88+/- 22 3 >5.5 >22 Proposed Community Center 9 271Vowm6er2024 Reading, MA GPI FRe No. 2436 Subsurface Proflle Dmwinas: o Refer to the subsoil profiles sketched in Figure 5A, Figure 5B to gain an initial overview or site subsurface soil conditions at the locations drilled (Figure 2). o Subsoil profiles' orientations are parallel to Range Road (Figure 2) and are at the perimeter of the proposed new site building. Subsoil Profile Field Loa Descriptions: Detailed field subsoil descriptions are given in the logs of the borings presented in Appendix A. Proposed Community Center 10 17Navember2024 Reading, MA CPI Rte No. 2436 Gtest poring d proposedbuidero West 91 Aesumad/NRoor FFE M east E1.86 RH- El 88R EI. Ba ItW e11NIn0 graaeH- 0 18. onw,Nl IB. M 0 NAYN A ` -2 Ia. $61 Granular Fill (AR) 26 IB. NI -2 ToPsoltiLeat Llan ♦ [El M 13 83 BOF N �- d Glacial Fluvlal(SP) comrenaonal ' (low Mltliam it mst Depth A Is a] 12 apprax at boundary 67 ISS -0 Glacial Fluvial (SPIGP) (dense) Pa. set 10 Glacial Fluvial (SP) \ 61 WATER �.N (loose) WATER -10 to -M 7 WATER / reID.10- GlanJal Fluvial (SP) 31 -12 93.761 (loose] 1 Glaelal Fluvlal(SPIGP) IE1.M-12 —" (den") g , 141 —66efa1 Fluvial(SP) 13.2R NI IDJQ (low medium den �� IR, ILI-14 14 -1e (a -M eNnn� Possible ) Gabbro Bedrock Fl. MlI-16 120 Ge -is I3. Mil 15. rR EIeVaapnalembeenenamabda0mme 93.197-18 so sum plan prepared In Contal Polar Associates Inc. of eoNhaorought A (2022) a3.19.41fi9 Adaaonalgrounoxatereton"i is Wesenmd Figura lA: Subsoil Prollb-North 13. er1-eu In Me Taouende rter Baharlor report sedan. 0 I I I I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I Proposed Community Center 10 17Navember2024 Reading, MA CPI Rte No. 2436 Soil Classification System Used for this Site Investigation: • Soil Classification System: Pri soils have been classified in accordance with the Unified Soil Classification System (USCS; MIT System). This is reflected in the test boring logs in Appendix A. • Soil Descriodons: Soils are described in terms of color, grain size, moisture content, density (coarse grained soils), consistency (fine grained soils), plasticity and cementation, as appropriate. Grain Size Boundaries WIS.) Common Size Examole Boulder >12 in. >Basketball Cobble 31n. to 124n. Grapefruit size Proposed Community Center 11 2711oyember2024 Readtag, MA GP7File No. 2436 B3 westEL66M1�F O � EL BB O.N- east 0 91 al gJ.Ul 0 NAVBB pzolllLoaf1 -2 (F. M1 !"_ —� 9 (d try Q TopsoiBL@d liner �<<- organics i DE, tel 12 \ 5 la.i11 i \ Granular FIII (AR) Glacial Fluvial (loose) organics -t [E On 10 (loose to low medium dense) 6 a P3 1111 12 ar\s �n WATER -10 Is.M 13 - laeial Fluvial (S 03.M-10_ WATER Glacial Fluvial (SP) (medium dense)zt (low medium dense) -12 a 78I P3.711 -12 3 \ is -14 P3.741 \\ Id I41-14 6 -t6 P3.M Gisela[ Fluvial(SP) to lam -16 - (very loos@ to loose) -18 Is.M 7 [a. MI -18 See Me nates and annoodons an Figure M _20 �tA 7 Figure BE: Subsoil Profile -South W tl za 10 0 96 Weathered Rook Soil Classification System Used for this Site Investigation: • Soil Classification System: Pri soils have been classified in accordance with the Unified Soil Classification System (USCS; MIT System). This is reflected in the test boring logs in Appendix A. • Soil Descriodons: Soils are described in terms of color, grain size, moisture content, density (coarse grained soils), consistency (fine grained soils), plasticity and cementation, as appropriate. Grain Size Boundaries WIS.) Common Size Examole Boulder >12 in. >Basketball Cobble 31n. to 124n. Grapefruit size Proposed Community Center 11 2711oyember2024 Readtag, MA GP7File No. 2436 Coarse Gravel yin. to 3 -in. Lemon size Fine Gravel #4 Sieve (4.75mm) to V44n. Pea to grape size Coarse Sand #10 Sieve (2 mm) to #4 Sieve Peppercorn size Medium Sand #40 Sieve (.425 mm) to #10 Sieve Sugar to table salt size Fine Sand #200 Sieve (.075 mm) to 040 Sieve Powdered sugar size Silt/Clay 4200 Sieve (.075 mm) Flour particle or finer • Soil Moisture Content: o Dry: no moisture noted o Moist: some moisture observed o Very moist: very moist, but not saturated (possible vadose zone) o Wet: saturated some the liquid limit (likely groundwater zone) • $01 Density and Consistency: o Density of coarse grained soils (non -plastic sifts, sands, gravels): defined in terms of standard penetration test blowcount N values (refer to the summary table at the bottom of any boring log) o Consistency (plastic silts, clay, and organics): defined secondarily in terms of blowcount N values and primarily with respect to field unconfined compressive strength in TSF (refer to the summary table at the bottom of any boring log). • Soil Particle Percentage Field Dee rtift : Relative soil particle size percentages (trace, few, little, some, mostly (capitalized soil unit)): refer to summary table at bottom of any boring log. These are more accurately tallied by laboratory soil particle gradation tests. • Subsoil Classes on this Site: USCS soil type designations utilized in this report: o AR = man placed fill, artificial soil stratum o SP = glacial fluvial sand: uniform o GP =glacial fluvial gravel o GT = glacial till; ablation till Sim Subso# Descriptions: community center building Existing Fit (ARI: o Fill types: two (2) general types of fill were found on-site: Figure 5A, Figure 5B • Granular fill: cohesionless soil with a lesser sift content IS 15%) • Common fiNurban fill: coheaionless soil with Included unsuitable material (organics). o Coloration: • Granular fill: black, dark -brown, brown, tan • Common fillfurban fill: dark -brown, brown, light gray o Existing Fill thickness (t) at the borings drilled: 1 ft. s t 5 9.5 ft. o Density: • Granular fill: medium dense to dense • Gammon filgurban fill: very loose to loose FII source: • Granular fill: likely Imported neighborhood glacial fluvial send (SP) • Common fill/urban fill: mix of organics (topsoil, peat, organic silt) and granular fill (likely Imported neighborhood glacial fluvial sand (SP)). D Competence: • Granularfill: • Could be re -used as earthwork phase engineered fill from >1 ft. depth below a floor slab pending the results of earthwork phase laboratory soil gradation teats and removal of any included unsuitable organic material. • Some of the granular fill has inadequate (low) gravel content (Appendix A). Proposed Community Center 12 27November2024 Reading, MA GPI File No. 2436 Common fill/urban fill: • No common fill or urban fill observed should be allowed to remain in-place below conventional structural units (footings, grade slabs). • Re -use of common fill would be limited as backfill in planted areas • Re -use of urban fill could have environmental engineering limitations with associated of -site disposal restrictions. • Or e�nics: o Although mapped adjacent, no woodland Wetland organlc soils (peat, organic sift) were found in the on-site borings drilled o Organic soil was found mixed with the existing fill in boring B4 (Figure 5B). Photo 1: SP Glacial FIwW In B3 at 1@' send . Plpto 2: SP GWW Fluvial In B3 at 5 ft sarM Glacial Fluvial Soil (Glacial Outwastu Alluvial) glacial fluvial soil was mapped for this site (Figure 1D), and glacial oulwash was found in the borings (Photo 1, Photo Z Photo 3). o Definition and source: • Glacial fluvial (oulwash) soils were deposited during glacial melt cycles within meltwater. Soil partides (sift, sand, gravel) were water sorted. Formation of glacial outwash lowland occurs within topographic lowlands adjacent to moraines and drumlins (Figure 1D, Figure 1D-1). • Alluvial soils are deposited during repeated river flood events (Bear Meadow Brook), Photo 3; SP In B3 at to a.; fine sand. wet Photo 4: Weethered gabbro rock (2) in B/ at 14 R Proposed Community Center 13 Reading. MA 27 November 1014 GPI FHe No. 2436 Description: soil types found: • SP: medium to fine sand (Photo 1, Photo 2) or fine sand (Photo 3) with a low non- plastic sift content; and absent to low gravel content; has a poorly graded, fairly uniform sand panicle size (Appendix A); soil particles are water sorted; loose to dense found in-situ density. • GP: gravel with sand and minor (non -plastic) silt content. Found primarily in boring 82. Thickness (t): refer to Table I Coloration: dark -brown, rust brown, brown, light brown, tan, light gray, gray Competency: highly variable; very loose to dense Reuse: • SP soil could, dependent upon found gravel content, possibly be re -used as engineered fill per earthwork phase soil panicle gradation test results. • GP soil likely can be re -used as engineered fill. Glacial Till: o Types: two varieties of glacial fill are typically found • Ablation till: a cohesionless, sandy granular till • Basal till: a cohesive and/or strongly cemented granular till o One or troth, of the two glacial till types were expected to be found at depth. However, neither was found to the depths drilled. • Bedrock o Rock outcropping was not noted on -she or in the immediate site area. o Weathered gabbro bedrock was encountered in some of the borings (Photo 4; Appendix A). o Rock type expected is either gabbro, diorite or volcanic (see "Area Bedrock Geology" report section and Figure 1E). s� Aqulfernf Glacial •LLV'in • Area without and/or Alluvial O' �` Significant Mapped Aquifer Figure c6:6 Area Ground water Aquifers so,n c.a., V. Groundwater Behavior— Community Building • Free Water: o Wet (saturated) soil zones were encountered in all borings drilled (Figure 5A, Figure 5B, Appendix A, Table Ir). o The borings continued to remain wet at depth within the sandy (SP) glacial fluvial soil zone (Appendix A). o No groundwater monitoring well was installed in a completed borehole as the likely excavation depths should not encounter groundwater and Well A exists here (Table ll). Proposed Community Center /4 2711owotber2024 Reading, MA GPIFyIe No. 2436 Tablell: Groundwater Data— Community Building Loc. Elevation Date Observation Groundwater Depth Groundwater EI. B1 86'+/- 11/23/24 Wet SP sand 7.0 ft. 79 R+/ - B2 88'+/- 11/23/24 Wet SP sand 8.0 ft. 80 R+/ - B3 86'+/- 11/24/24 Wet SP sand 8.0 ft. 78R+/ - B4 88'+/- 11/24/24 Wet SP sand 8.0 ft. 80 ft.+/ - Well A 86'+/- 11/2724 Well Reading 7.7 ft. 78.3 R+/- Other"Its elsewhere on -side (see Figure 2 for approximate well locations): Well B 11/27/24 Well Reading 4.6 ft. Well C 11/27/24 Well Reading 8.2 ft. Groundwater Level Variation: o This site does not contain a significant mapped groundwater aquiter (Figure 6) o Clear soil mottling (color variation, typically splotches, due to past or current water presence), and/or rust staining was not seen in site soil borings. • Rust staining and mottling give an indication of a past higher water level possibly indicative of seasonal high groundwater level. • Wet soils were found in all borings (Figure 5A, Figure 5B, Table it,, Appendix A) but no useful soil mottling or rust staining was seen above the wet soils. Note also that mottling and staining, Iffound, is considered unreliable in fill soils. o Localized temporary and long-term changes to groundwater level can be natural or man- made. These Include: • Alternating dry and wet precipitation periods now seem to be the none, such as: • The 2016 extreme drought condition, the relatively dry summer of 2017, and the recent 2020, early 2021 and 2022 and 2024 drought periods. • A notably wetter 2018, parts of 2019 and summer 2021 and 2023 with included near record high water levels in eastern Massachusetts. • Winter drier season water levels. • Heavy rainstorms or lengthy precipitation periods • Leaky underground structures (pipes, tunnels) • Underground flow retarders (buried structures, walls, rock outcrops) • Percent of land surface covered by pavement and buildings without ability to recharge. • Nearby construction dewatering. • Changes to the existing surface drainage pattern due to new site topography, trenches, infiltrators, bio -retention basins and subgrade structures. o Groundwater impact based upon the data collected to date (Table ll, Appendix A): • Based on the data collected Seasonal Hloh Groundwater is estimated at El. 81.5 ft. (NAV881 • Groundwater (seasonal or found, Table il) would not impact expected conventional depth building excavations Is 4 ft. depth (EI. 84 ft). • Underground utilities on some sites are designed to be installed deeper than foundations, however such data has not been provided us to -date for this project. Hydraulic Conductivity (K In GPD//L'): • Scope: Laboratory soil gradation testing was not undertaken for this study and associated calculations and estimations of soil hydraulic conductivity (K) were not undertaken for any ads subsoil unit. Proposed Community Center 15 17November1024 Reading. MA GPfFrk N. 2436 • K Determination: o Many input factors go into determination of K. K is a function of particle grain sizes, soil density, soil particle uniformity, gravel content, soil cementation and soil layering. o Granular fill and SP sandy glacial fluvial soil are expected to be of moderate soil permeability (Figura 5A, Figure 56). o GP glacial fluvial soil is expected to be of higher soil permeability. o K determination is the domain of the site civil engineer. Site Civil and Environmental Site Investigation and Remedlation Structural Unit Impact: • Intrusive Site Civil and Environmental Testing and Remediation o Site civil and environmental exploration (test pits and test trenches) can damage anticipated building structural unit bearing soils by lowering native bearing capacity. o Site remediation work including underground tank removal and soil replacement can remove significant volumes of contaminated soil materials from within proposed new construction footprints and inadvertently cause structural unit bearing soil degradation at the excavation base. o Any new site soil remediation work should be reviewed by the design team for quality of soil material placed to replace removed soils and/or tanks, as well as documentation that replacement soils were placed In compacted lifts. • Protection of Structural UnR Bearing Subam : to protect structural bearing areas, project specifications should require: o Test pit and test trench areas avoid proposed project footing and slab bearing zones. o Test pit and test trench depths be limited to structural bearing depths minus one foot. o Where contaminated soil removal is required, replacement soil should be structural fill placed in compacted lifts, verified by field soil density testing to a laboratory Proctor standard for the placed soil. N. Foundation Review and Recommendations: Community Building Foundation System: Groundwater Impact: no groundwater Impact on normal frost depth foundation excavation is anticipated Figure SA, Figure 5B). This is also true for seasonal high groundwater estimated at EI. 81.5 ft. (NAV88; page 15). Subsoil impeCC weak soil bearing zones as well as a thin deep bearing layer were found throughout the site which limits the type of foundation that can be economically utilized here (Figure 5A, Figure 58). Subsoil and aroundwater impact to support of wets columns and lowee[ level floor slab• o Foundation and slab Noe: primarily impacted by existing fill currently In place • Conventional shallow foundations: spread and continuous wall footings with a 1 a floor slab on grade. Deep Bulk excavation and replacement of existing fill and weak glacial fluvial soil would be required within the building limits. • Excavation to near top of bedrock would be required in most site areas which is well below groundwater and thus not practicable without massive site dewatering (well points). o Sae Table 1, Figure 5A, Figure 5B, Appendix A. o This approach is not economically feasible for site development with conventional structural units (footings, slab). Pmpmed Community Center 16 2710ovember2024 Reading MA CPIFYIeNo. 2436 Alternative foundation support methods (piles, around improver mtl: • Helfcal plies: not practicable on this site as there is inadequate thickness of competent bearing soil for pile plate bearing in many parts of the site. These piles are not expected to be end bearing. • Drilled concrete mlcropiles: piles drilled and grouted into bedrock; cost prohibitive • Ground improvement with aggregate plers: there is usually not enough base soil thickness to properly seat the piers; not readily predicable. The size of project is likely too small for area contactors to consider in any case. • Driven ffmberpiles: • This approach is practicable but possibly not cost effective. Piles would be driven to tip bearing in dense glacial fluvial sand or weathered rock. • Due to small diameter pile tips, the pile capacity could be as low as 20 K/pile. • Pile breakage during driving could occur in the vicinity of boring B2. • Drilled conerete shaft: this method is likely practicable with shaft end bearing on weathered rock or dense glacial fluvial sand (Figure 5A, Figure 5B). • Net allowable bearing pressure on weathered rock is on the order of 16 KSF. • Shallower shaft bearing take up in the vicinity of boring B2 should be expected (Figure 5A) in dense sand with net allowable bearing on the order of 12 KSF. • Ductile iron piles: piles pushed to bear on weathered rock or dense glacial fluvial sand and gravel (Figure 5A, Figure 5B). Pile capacity should be provided by the installer's engineer and could he at least 30 Wpile dependent upon pile sizing. Existing uncontrolled on -ate fill (Figure 5A, Figure 5B, Table 1, Appendix Af): o The quality of some portion of the existing granular fill sail as seen in the borings may meet classification for engineered fill (see later report section: "Engineered Fills and their Uses". If so, it could be placed and compacted in lifts. o Excavated granular fill soil would need to be reviewed during earthwork with laboratory soil particle gradation testing of collected samples. o However, any large diameter solid waste debris (wood, asphalt, brick) and cobbles and boulders would have to be culled from the granular fill soil (AppandbrA). Included topsoil and organics would have to be removed as well. Seismic Recommendations: Seismic Site Hazard Review: o Probabilistic Site Hard Analysis [PSHA Interactive Deagrega5on; Geologic Hazards Science Center, US Geologic Survey; 2008 v.2] • Decimal site latitude and longitude utilized in this review. (42.5412° N, -71.0850° W) • Probability of magnitude 5 (M5.0) or greater earthquake occurrence within 50 miles of the subject site within a 50-yeer building design life is considered relatively low (< 2.5%+/-) according to Figure 7. o Area earthquake history: • Typical measured earthquakes within the past 40 years have magnitude s 3.5+/- • Past significant earthquakes with area impact recreated from the geologic record: Year 1638 Mat ndude 6.5 Location Cental New Hampshire Intensity in Boston MMI: V -VII 1663 7.0 Charlevoix, Quebec MMI: V -VI 1727 5.6 Newbury, MA MMI: V -VI 1755 5.9 Scituate, MA MMI: IX MMI: Modified McMaN Scale (subjective; Observed damage and effects) Proposed Community Center 17 2711mve er2p14 Reading, AM GPI Pile No. 2436 Seismic Site Class: The collected site subsoil data has been applied to the Massachusetts adopted International Building Code (2015). According to the Building Code o Analytic depth: • The upper too feet of soil and bedrock are subject to analysis. • Soil data on-site has generally been collected to likely top of bedrock (Table 1, Figure 5A, Figure 5B). • Native soils tested indicated variable density glacial fluvial soil over likely bedrock (Table 1, Figure 5A, Figure 5B). o Bedrock: • Bedrock expected is gabbro (see Appendix A and "Area Bedrock Geology" report section). • The depth to bedrock ranged from about 13 ft. to 25 ft. depth from existing ground surface. • Based upon the data collected this site is classified as seismic Site Class D. • Seismic Deaton Factors: Preliminary estimated Earthquake Design Factors for Reading, Massachusetts (Massachusetts Amendments to the International Building Code (2017, 90 Edition)) and IBC (2015): • S.= 0.234g (short interval) • 5,=0.072g(1 -second interval) • F.=1.5 (site coefficient, classification as Site Class D) • F.= 2.4 (she coefficient, classification as Site Class D) Proposed Community Center 18 27 November 2024 Reading, MA CPIFd.No. 2436 Liquefaction: • Liquefaction Factor: o Earthquake magnitude o Earthquake amplitude (duration) o Subsoil types and condition • Earthquake Magnitude: o Collected data indicates that the probability of occurrence of an earthquake of magnitude 5 or higher is low probable during a 50-year building design life. o However, with a time period measured in centuries instead of decades, earthquakes of magnitude 5 or greater can be expected to occur as the earthquakes listed above indicate. • Earthquake Duration: This topic is beyond the scope of this review. • Subsoil Data Input: Review of the site subsoil profile was necessary for soil liquefaction determination below structural units: o Relevant test boring Information: no signdicent thickness (> 10 ft.; Table 0 of post compaction, loose to very loose saturated native silty to clean sands and non-plastic silts (SM, SP, SW, ML) would be found below structural units. o Drill rig, site groundwater level and measured soil strength date with depth: • Drill rig hammer type: drop hammer • Groundwater level: El. 81.5 ft. (NAV88), seasonal high (page 15). • Plotted field Ne values from the borings with depth (Figure 3). • Site Liquefaction Determination: o Review of field auto hammer Neo from the borings with depth with respect to Figure 1806.a of the Massachusetts Amendments (2017,,9- Edition) for preliminary liquefaction exclusion review compared to a range of (seasonal high) groundwater levels. o Assumption that site subgrade preparation will be performed as described in the "Excavated Base and Working Base" report section. o Result: liquefaction settlement is not of concern for this site were a 5M or greater earthquake t0 occur here. Structural Unit Frost Protection Depth: • Definition: o Frost depth, freezing depth or frost line is the depth to which moisture in subsoil is expected to freeze. o Frost line varies in position (elevation) during seasonal freeze and thaw. • Massachusetts State Buildlrro Code Mandated Frost Protection Depth Chances: o Th Edition: "All foundations for buildings and structures shall extend to a minimum of 4 ft. below (exterior) finished grades..." 0 8- Edition: Foundations and permanent building supports should be protected by "extending below the frost line of the locality..." This suggests a 4 ft. frost depth is too deep for coastal and southern areas and too shallow for northern or topographically elevated locales. • Site Structure) Unit Frost Protection Deoth: o Frost line: • Average area frost line value: 0.9 m = 35.5 in. P.E. Bowles, Foundation Analysis and Design 5^ Ed.; 1997; Figure 7-1]. Proposed Community Center 19 271Yavvnbe,2024 Reading, MA GPIFY'1eNo. 2436 • Extreme frost line based upon state average: 53 in. [NAVFAC DM -7.1; Soil Mechanics Design Manual 7.1; Figure 7; 1982]. • Deepest frost observed by us in lest borings in eastern Massachusetts: 28 in. (40 -year period) coupled with the comment above about coastal area frost depth the recommended minimum site structural unit frost protection depth in soil bearing for this property as measured from Manor grade: = 36 In, 13 RI • Cold Weather Work Sall probactian: c During construction earthwork the contractor must be prepared to provide protection and/or thawing of foundation hearing sails against freezing. • Footings: insulation blankets and/or ground heating hoses should be utilized if footing subgrede is exposed to freezing during cold weather periods. • Lowest Level Slabs: • Typically slab subgrade areas are thawed once basic framing is up by providing heaters after enclosing the lowest level in plastic sheeting. • Then any remaining required grade raise fill, treatment and placement of the slab base pad can be properly performed. Foundation Wall Design (Restrained Walls): no below grade foundation walls in design Cantilever Earth Retaining Wall Design: • Retaininn Wall Con trucnan: o It is not known if a cantilever wall will be required in site design. o Clean, free -draining granular backfill should be placed behind a new wall. o Weep holes should be provided in the wall to prevent hydrostatic pressure build up behind the wall. o Wall should be founded upon compacted structural fill placed upon an undisturbed glacial till subgrade or native conglomerate rock. • Rehalnirw Wall Daslan: o Backfill design factors: soil at 120 PCF; 0=309; ka= 0.33; triangular soil load distribution o Equivalent fluid pressure behind the wall: 40 PCF; level backfill, no surcharge loads; resultant (P), located at P = 1/3 H above base of wall. o Surcharge load (0): an additional, uniform load on the wall = k. x Q (resultant at 0.5 H) Drainage and Waterproofing: • General Comme t u`Caod Practi u : o Exterior grading at the building should be designed to carry surface water runoff away from the structure. o Planted areas or pavements should enhance the exterior grading performed to ensure surface water runoff beyond building limits. o Roof downspout water or other water should not be allowed to pool near the building. • Review Summary of GroundwaterGrouajwater and Structural Unit EI yation Data: o Building structural unit elevations are estimated as shown on Figure 5A, Figure 5B: o Groundwater elevation: all borings encountered groundwater • Found high groundwater elevation in the borings: about El. 80 ft. (NAV88) (Table ll) • Seasonal high groundwater level: estimated at EI. 81.5 R (NAV88; page 15). • Likely deepest bulk excavation point: EI. 64 ft.H- (NAV88; Table 0 o Site flooding: not reviewed by us; review flood potential with project site civil engineer. Proposed Community Center 20 27November2024 Reading. AL1 GPI File No. 2436 • Building Foundation Wall Drainage and Waterproofing: o Based upon the data collected, 1• floor frost wall foundation drains are unnecessary. o As there is no basement planned, basement level wall drains are irrelevant. • Lowest Level Floor Slab Drainage and Waterproofing: normally two options exist for the lowest level; o Waterproofing Option 1: ground floor slab underdreins: unnecessary o Waterproofing Option 2: ground floor level membrane waterproofing such as Preprufe from WR Grew with hydrostatic slab: unnecessary o Damp proofing: only normal damp proofing need be provided: • Loose laid plastic sheeting; or • An under -slab membrane such as Florpmfe by WR Grace. Lowest Level Floor Slabs: • Floor Slab Tvue: o Lowest level floor as a g de slab would only be expected if the full bulk excavation and replacement option is selected which is not practicable on this site. o The lowest level slab is a struchirsl slab with any of the other alternative foundation approaches (pages 16-17). • Groundwater Levels and Lowest Level Slab: o The lowest level floor slab itself is not expected to be Impacted by groundwater (see Review on page 20; Figure 5A, Figure 5B). o Refer to the groundwater information provided in the 'Groundwater Behavior" report section on pages 14-15. • Subgrade Modulus: no V floor slab or elevator pit slab modulus of subgrade reaction is needed as no grade slabs can safely be installed on this site. • Under Slab Pads and Slab Control Joints: o Lowest level slab base pads will be provided as either compacted Y. inch crushed stone or compacted structural fill. o Slab control joints are usually unnecessary with a is floor structural slab. Excavation and Bracing: • Excavation Depth 5 4 R+/- In Soil: o Common practice is to maintain a 1H:1V temporary side slope for shallow excavation (5 4 R+/-) during construction. Benched steps can also be executed. o Note that the sidewall stability will be undermined by: • Minor sloughing when sidewall bleeding occurs either from release of trapped water in soil or drainage following storm events; and • Surficial exposed granular sidewall soil drying and subsequent caving or sloughing. Excavation > 4 ft. in Soil: • Excavation here is not expected to exceed 4 ft. depth (Figure SA, Figure 58) in general and slightly deeper at the elevator pa. • Any excavation > 4 ft. depth would take place within site granular soils which can be classified as OSHA Type C subsoils (Appendix A). • Excavate with a 1.5 HA V sidewall layback. A braced excavation is required where adequate lateral space does not exist for a temporary sloped excavation (layback). • Since layback space is adequate on this site, support of excavation is unlikely to be required. Proposed Cammunity Center 11 27 November 2024 Reading, MA GP7File No. 2436 Elevator: • Elevator Pk Su000rt: o The elevator pit base is assumed to bear at about 5 feet below lowest level slab. • Elevator system will likely be supported upon perimeter piles or a pile supported structural mat. • Elevator Pit UnIXb Dralnaoe and Waterproofing a Groundwater will not impact either elevator pit installation or the pit base by uplift. o Pit waterproofing is typically provided as the pit is the lowest elevation excavation point in the structure. Here it is above groundwater. o PH waterproofing should consist of installation of a positive side membrane system such as PrePrufe or equivalent. o Elevator pit construction should require properly tied continuous water stops in constructionjoinis. Construction Dewatering: • Groundwater lmgacC o Based upon the data collected to-date, groundwater seepage into recommended depth excavations for foundations and floor slab is unlikely (Table 11, Figure 5A, Figure 5B). o Rain and melt seepage water into excavations should be expected. o Refer also to the "Groundwater Behavior' report section on pages 14-15, and the foundation preparation sections on pages 16-17. • Dewatedna Required: o Intruding water into normal level site excavation would be from rain and melt events. o Water at this level can be controlled by ditching to filtered sumps. • Pumped Discharge: o Discharge of any pumped water should be performed In accord with all City. Commonwealth and Federal regulations. Flltering of pumped water prior to discharge should be expected. o Permitting required by the USEPA, MWRA, or the City should be reviewed. Assessment by the Project Civil Engineer should be sought. o The contractor would be responsible for obtaining all permits and any associated laboratory testing required for construction dewatering. o Based upon City requirements the contractor may be required to use frac tanks to temporarily store pumped water at the work site. This possibility should be reviewed in conjunction with the Project Civil Engineer. Paved Area and Pickleball Court Borings: • Structural borings B5 through B12 (Appendix A) were drilled in the proposed paved parking and pickleball court areas (see Figure 2). • The same mix of soils (fill, glacial fluvial) were found in these borings (Appendix A) at variable density as has been reported for the Community Building. • Remnant groundwater monitoring wells designated B and C also exist in these areas (see Figure 2). Water level depths from ground surface were found to be 4.8 ft. and 8.2 ft., respectively. • Ground surface elevations at the borings can be determined by others from the existing site survey plan. • The logs of the borings should be shared with the site civil engineer as well as the landscape architect to help them with their design of pavement sections and consideration of the need of excavation and replacement and/or deep compaction base preparation in these areas. Proposed Community Center 22 27 November 1024 Reading, MA CPIFUeNo. 2436 Engineered Fills and their Uses: • Crushed stone: %in. clean, hard, durable crushed stone; uses: o As a construction working pad o As a surface protection below footings o As drainage media in wall and under slab drainage systems. • ravel: sandy gravel, bank run gravel; max. 3 -in. gravel; limit No. 200 sieve content to about 6%; uses: c As base in a pavement section • Structural fill: hard, durable sand and gravel. o Common gradation limits for structural fill are given in the plot shown below. o Gradation adjustments: gradations often specify • Minimum of 2% passing No. 200 to aid compaction • Maximum of 15% passing No. 200 with the assumpfion that work may not proceed during wet conditions using this material (Dense Grade can be substituted) o Structural Fill Uses (in lieu of crushed stone): • To tone a protective base directly below footings or pile caps • As a slab base pad • As a replacement fill below structural units (over -excavated soft areas) • As sub base in a pavement section • Dense Grade Structural FII112-in. Crushed Stone: y .� ........ - . --- .--.--_ Sieve Size Percent Finer by Weicht 2 in. 100 1.5 in. 70-100 % in. 50-85 No.4 30-55 No. 50 8-24 Ni 200 3-10 P,opwed CommaNN Center 23 27Nayrmber 2024 Reading, MA ,r•�e IN --- -sW••v_- --------- ........ -..- IIs .N✓a./a.4 ____ __ ----- ._._------ n.�i r_._._. to m nm ! • Dense Grade Structural FII112-in. Crushed Stone: Structural fill/crushed stone meeting the following minimum requirements Sieve Size Percent Finer by Weicht 2 in. 100 1.5 in. 70-100 % in. 50-85 No.4 30-55 No. 50 8-24 Ni 200 3-10 P,opwed CommaNN Center 23 27Nayrmber 2024 Reading, MA GPI Ate Na. 2436 o Dense grade structural fill uses: • As a readily workable replacement for conventional or recycled concrete type structural fill when work must proceed during cold and/or wet conditions. • As a base pad for lowest level floor slabs, footings or pile caps Granular Rilk minor gravel; primarily medium to fine sand and silt meeting the following Sieves Size Percent Finer by Weight 4 in. 100 No. 10 30-95 No. 40 10-70 No. 200 0-15• Maybe ee high a 20% BMW manoseion, W wxaNdhr mvavMaan o Granular Fill Lees: • As under slab fill below 12 In. depth as measured from the slab base. • As densified trench backfill Reuse of Existing Site Subsoils as Engineered Fill: • Existina Granular Fill: • Granular fill has been found from 1 ft. to 9.5 ft. depth within the community building area (Figure 5A, Figure 5B, Appendix A). o It tends to be a coarse to fine sand with zones of sifiier sand and those of more predominant gravel (Appendix A). o It can contain scant gravel (Appendix A). o It can contain included organics and topsail (Appendix A). • If the sandy granular fill has adequate gravel content and can be separated from the undesirable inducted material, it may be re -used as engineered fill (see previous section: "Engineered Fills and their Uses") pending results of construction phase soil particle gradation test results. • Any found excavated granular fill soil should be considered non -engineered: o Thus, undertaking laboratory Proctor and associated field compaction tests is not useful as the sift -sand -gravel ratios will vary. o R"se of these soils on-site would require experienced third -party field observation of compaction equipment behavior, supported by consideration of addition of water to dry soil or drying of saturated soils (harrowing, land spreading) as needed. • Existing SP Sandy Glaclel Fluvial Soil: this native soil material where excavated can be treated as described above for granular fill (Figure 5A, Figure 5B, Appendix A). Thank you for Inviting us to perform this site study. Please contact us with any questions. Sincerely yours, Geotechnical Partnership, Inc. Lisa R. Cassell. PE Principal Attachments: Appendix A: Logs of Test Borings B1 to B12 Proposed Community Center 24 27 November 2024 Rending, MA GPI File Na 2436 APPENDIX A: Logs of Structural Test Borings 31 through B12 51 Symonds Way Reading, Massachusetts Geotechnical Partnership, Inc. Fitchburg, MA File No. 2436 0. Onion :23N ,ober2024 Geotechnical Partnership, Inc. BwlMtmaon :Ref. wReweFigure 2 Test Boring No. B-1 Fitchburg, MA DOW Comamo, . Cosmo DOW ( t M 1) Geotechnical SeMm3 :Own Sun, MA DdBer E. Vokle Rock Cee — Mi mg TYpa :Troed Nmnld Nammer Typs :Dnp PROJECT: Naw Cenebuatton New Commuinity Center -Range Rd. GPI FWW Engineer :F. Sviokla Cd-svdor Wnch :Ca14ba4 Reading, MessachueetN eewtlon and DaWm :EI. 86 ft, r aB) DOW last Uldind Not recewry Comet Water Head :DMe B Wash Solt Casing Type :3 F. ON Sampler Type :SS- 1.375 In. I.D.: mimed Sampler Hammer Fall :10Its, 130 N. CLIENT: Befgrnann HeMrie2. Mi;ge, Ino. File No. 2436 u F Z i 'c Blow Court ge Feeltl .In DESCRIPTIONS 8 on 1 � 1 1 Graph I Z q (TSF) REMARKS o lg se 2g e 0 LEAF UTTER, DUFF 6 FIBROUS TOPSOIL Gnunowsk O' AR We19eL m 1-35 11 Brown, fire SAND, few silt two fire grimml (sub-i gular), (now In medium deme, dry to gSP BB-1: T-3• 2 84 MIR) 1 R=9 N-13 4 3 83 Broken, croefm to fine SAND, trace fine gravel 4 &2:3' 8-5 (eoRnuMen, and silt (Imre to medium deme, 8 -.. ft-14 N•t2 dry) T 4 a2 2 5 i Efrgwrl, mane l0 0m SAND. ince flm gravel 8 SSe: S-T 5 81 (sub rounded), and sit. (lone, very MIR) a I R=1s N=10 8.0 fl. -GLACIAL FLUVIAL- I B so — —— __--_ ___ _ 3 5 5 I i 7 Te 5 i j BS4:T-Y brawn, fine SAND(ungofm), more silt, raw 4 R=12 T W7Ught (lease. wet) 4 8 i8 4 3 i 3 g n �i ii i 10 Te SP 3 885:10-12 Ught gray. firm SAND (uniform), tram silt i W18 N4 (loose, wet) 5 71 T5 5 4 8 12 74 T Ught broom, fine SAND (uniform), mem c111. i BS.a: 12'-14' (medium dome, wet) T R=te N=14 13 n 5 y I 14.0 fl._ -GLACIALFLWIAL- 18 16 72 _ _ Llpnt grey, cone to fine SAND. few slit 33 (dense, vnet), over black weathMed gabbro SP T 20ms 15 N g&g u•-15N Ra13 N=120 154 R. -GLACIAL FLUVIAL- i END OF BORING @ 15.4 FT DEPTH 18 TO p pyplmmH4f POSSIBLE BEDROCK ParBGe Size: mace: 45%; few, 5-10%; little: 17 69 15-20%; some 3045%; moatV. 50-100% 18 COIIESIONtE35 SOIL8: oa Varytmee 04 COHER&SOILS: 02 Very Sea(W.26TSF) (DENSITY) &10 Law &15 (CONSISTENCY) 24 Solt(0.2"aTSF) Test Boring No. B-1 L: Saha: R:Gmeb 11JD Med-0nas IB40 44 Mb. b'1M10.61.0 T3FJ >30 Dame 41E 9420800.04.0 TSF) (t of t) Very Dame aw .20 HW(4.0 TSF) Dere Draw :23 Nommber 2034 Geotechnical Partnership, Inc. Bann Lannon ReNrm Renin Fere 2 Test Boring No. B-2 Fitchburg, MA DO,y convenor coamo Drew, 11 of 1) Geotechnical Services 0. BIM, NA D,Nr : E. SMMN Rank Wm — One Fill, Type : TnpW Mounree Henan ype _. DW PROJECT: Naw Construction New Conarluinity Center -Range Rd. OR Field Engineer F. Syb4e CetHNed a Winch :CeHleal Reeding, Maaeachueela Eleve0m ww DeWm : B. u e+l-(NRVas) Wine Mud Unbed : NnnrwYwy ConeWl Water Heed :Onus B Wish Sal Owing Type :3 in. BW SwnpMr Type : SS-1.375 In. I.O.; uNned SensPlw Hemmer FW 1401M.130in. CLIENT: Bet"nn Hendile 8 Arehinpo, Inc, Fila No. 2436 In F &G t AvereBe DESCRIPTIONS m 3 �m 4 ld a(jSF) REMARKS is 8 o a 3 H m ro m a o 0 1 2 3. 0 89 Gmww�.o MOSS 8 CRUSHED STONE OVER GRANULAR FILL AR Wee Sel 1-87 Dark brown, coarse to fine ND. India caarse SA m tofine gravel (engaubanguler), few silt, 2 88 (rt,edlum dense, msast) oM) tt BSc 1•-e t R-16 N�- 15 99 3 85 AR SS2:3'-S Brawn, coatis W firla GRAVEL (angular W 52 R=14 N-83 sub-mnde0), some come W fine sand, few 49 4 N sill (dense, moil) 2 5.0 R.-GRANULARFILL- 32 5 4113 25 _ R tp 5 Nom] Light brownften, fine SAND (un8orm), little One gravel (sub-angNmr), few sift, (denus. moll) 2e 39 23 ] Bt Sb-I:T-W &own, mane t0 fire SAND. soma coarse W 19 R=19 N=St rme gal (angular to subangular), few silt, 21 B SO (dense. wet) 4 30 21 e re PIG 10 79 Ii)53s I 10'-17 Brown, fine GRAVEL (angular W suh+ounded), B R-t5 N=]4 few eoarae W fine send. and dt, (dense, wap 12 1 I! 11 T] 22 18 I I I 12 TS n(areolar), Illtle Shia & brown, mane GRAVEL mane to One sarM, bees 414 (lanae, wet) fi tl il 132 13 TS 13.2 fl. -GLACIAL FLUVIAL- too I R-iR•11 W141t4141 P.Pwreaanrw END OF BORING a 131 FT DEPTH POSSIBLE GABBRO BEDROCK 14 ]4 Particle Size: trace: 6%; few- 5-10%; little: 1520%; some 30-65%: nal 50-100% 15 COHESIONLESS SOILS: 08 Very Lowe 04 COHESIVE SOILS0.2 Very Soft (425 TSF) (DENS() 6.10 Loon 3-15 ICIXIISTENCI) 24 Sol1(0.2".5T5FI Test Boring No. 0--2 LSande:R:GmW y11-30 14;dUesve 16.40 " heed. S98(0.5.1.0TSF) .30 Dense 4150 9.20 SOR(1.64.0 TSF) Very Donee -W >N HeN(.A TSF) Del. Oman :24 NOnmmMr 2024 Geotechnical Partnership, Inc. BoaNLaalm :Fear bRspWlFigrae2 Test Boring No. B-3 Fitchburg, MA DO,, Cminsm, Gmmo DOm (1 W 1) Geokchniml Services :Oce. fill MA DNsr E Sviokl. iCasa — Drill Rig Type : Tdpod Mourned Hsm,arft :Dip PROJECT: New COnabaetlon New COI1NIlulnfty Cerner- Range Rd. GPI Field Engineer : F. Snbua G 4fied mVMM : GWe.d Reading, MeseachusHts Denali and Dalian, : D. IS ILIA h4AVee) DaiIb9 NW DIBud NW raaaseary GmeMm Waar lies& :DMe a wash SWI CWm Type :3 M. BW San W, Type : SS -1.3]5 in, I.D.: unawd SsmNar HamIMrFY 110 b.I SO in. CLIENT: Bergmann H ft & ArMtype, Inc. File No. 2433 LL U mAverage .nf y Blow Caunt g $ e(TSF) 5a DESCRIPTIONS '.2 E G,ay, E REMARKS o m o rs 3 9i m a m a 3 t x e. 0-86 LEAF LITTER, DUFF&TOPSOIL AR GmunawaleRBM '.. Was Salm 1--85 3 Light brown, come b fine SAND, lade merse b firm gravel (suProundedl. tram sift, (nl".m 5 55-1: t•-Y 2 & dense, moist) t ] 1=14 N•12 3 83 Brown & rust-brown, meme t0 fine SAND, few a 0 S&2: 3'-6 W gmvel(wRnwift ), Irew sR,(Imilei R•H N•10 6 82 moMl) 2 B 4 5 Bt Llgltt brown, MIMM b One SAND, little fine SP E ' $53:5'-T gavel IeubmMlded), tRte sift. (nwdlum denN. i M12 8 w moel) 3 a 0 ] TO Tan & ruekbravn, mane b Me SAND, law ] 7 SS-4: r. Or fine gmrol (w&rounded), hmw b medium ", R=10 N•13 B TB denN. maR b wel) 4 ] e 9 77 9.0 fL _ _ _ _ _GLACIAL FLWIAL- • - 10 Te Grey noOi, fne SAND(unlfo.), bane a it Sea: 10'-1Y (wy Imes. sal � . R-17 hOKi 11 T5 5 2 12 74 Gray, Me SAND (undwni), trace ale, hoose, 2 Wal) 4 12.14' 13 73 S wig ]pe 4 14 ]2 SP 5 15 71 Gra y,fine SAND (uniform), Vaca sift, (bate, 3 1 96T: 13-tr wet) WIG N=] il ]0 7 3 17 69 Gray. One SAND(und0rm), bete 0. Imo, a S&7:17-IV wet) R-N N=] 13 a9 3 9 19 67 19.5 R. GLACIAL FLUVIAL- 9 S&7:1V-21' R 4 NIB Black 8 gay, mane gravel (ick Vegmenk), 20 Be g 50 few sift, (Vary deme, wet) GR IR .. P•Pmalam.ar 21.00IL -WEATHEREDIBROKEN (ROCK- e1 21 65 END OF BORING ® 21 FT DEPTH 22 n POSSIBLE GABBRO BEDROCK Per ide Size: Vern: b%; few: 5-10%; ads: 23 15-20%; roma 30-45%; mostly: 50-100% COHESIGNLESSSOILS: 06 Very Lave ea CDHESWS SDILS: 62 Very SOe(Q25 TSF) IDRfigii 610 Ims. &15 I00NSI9TENM 24 Saa(0.250.5T3F) Test Boring No. B-3 LSW.: R: Gmveb 1130 MabOarae 1640 "Med. Sea (05-1.0 TSF) >w Dense 41.50 &20 SO (1.04.9 TSF) (1 of 1) Vary DNae 'm >ID Ham P4.0 TSF) Dab Ddllw! : 24 November 2024 Geotechnical Partnership, Inc. Baring Locator Radars Rapod Figure 2 Test Boring No. B-4. Fitchburg, MA arils, C... : cause Ddang (1 of 1) Geotechnical Servicm : Coeen aua. MA Oder :E. Sviokk Rocs Gare — DOI Rig TYda :Tripod M.wlwd H.O. Type :Drop PROJECT: New ComWeLbn Now Commumily Center -Range Rd. GPI Field E,dddr F. SMokle CaFllaedor WlMu :Ce111ead Reading, Mes.echusebs FJevanan and Dawm E. NRt1-(NAVBB) Orieing Mud Dlr'eed : NO nxade, —.4Wawr Head :DMaBWem SNI Ceding Type :3 In. SW Sampler Type : Sol - 1.375 in. LD.; unlined Sander Hammed, Fel :14011M./Win. CLIENT: Barymaw Hendde B Arahtype, Inc. File No. 2438 () g E .In F [ BI n Average DESCRIPTIONS ,� g`w G� " QRST REMARKS as J (l w N 0) 10 W Q p 0 r 2 3 4 0 Gsundwter-Brt LEAF LITTER S DUFF AIR 1 B7 — — — _ _ _ _ Wag Sac rte Dark brown, coarse to fine SAND, .oma coarse 2 88 gravel (a alar b cob-rouMetl), (bogie, moist), Inflllings of dark-0rovm flDroue topsoil8 eeve. 1 9 5 SSL R=14 N=9 3 85 8 333:3'-5' Brawn, wars, W lone SAND, law in 8 organic 2 R=9 N=5 4 84 silt, (very Iwse, moist) 2 3 3 S 83 AR SS -3:5'-T Dark brown, SILT LOAM TOPSOIUPEAT 3 R•11 N=5 8 e2 (remolded,,led), little warse gravel 3 (sub -angular), (very loose, very moist) 2 ] 81 : : BST: -V m ae UI coarse W fine SAND, few cors (angular W suEHounded) and organic alit,4 2 NT R1 4 8 gravel (vert Bose, wel) 9 70 2 9.St -FILL WRH ORGANICS - 10 78! ' 55A: IV -12' R=12 N l hl bgraworse to fine SAND, little it n worse gravel vel (angular), grace sit (medium 8 12 tlense, wet) 9 12 78 10 Light broom, coarse M fine SAND, few coarse 8 i I i SSA: 12'-14' 13 75 to fine gravel (angular), trace sit (moclum 8 8 R-14 N=18 dense, wet) SP l 14 74 8 i ! 16 73 Brown, coarse W fine SAND, trace fine grsvel ( all - Ir (subangular to subrounded) and sit (madlum I l R=16 N•14 18 72 dense, wet) ! I 17 71 17.5 ft. GLACIAL FLWIAL� 4 — _ _ _ _ 18— 8 is— 19 as 20 a8 Brownnen, coarse W fine SAND, bow fine SP SSA: 2d gravel (sub-rountled) ant sit (Iwse, wet) 5 ! R-18 W10 21 8] S 22.0 it -GLACIAL FLWIAL- 6 P=Pemtromebr 22 88 END OF BORING ® 22 FT DEPTH 23 96 per6de SIM: Vace: t5%; has: 5-10%; IMIa: 26 1620%; acme 30-45%; mostly: 50.100% COHESIONLESSSdLS: 0A Very Lome " CONESIVESOILS: 0.2 Vary Solt(W.25TSF) IDENSDv) 610 Loofa 8.15 (CONSISTENCY) 24 9oh(0.2545TSF] Test Boring No. Bim. L:SMbu;RGrnae 11A0 MadOeme 1840 4A Med StlB(0.5-1.0TSF) >30 Denw 4190 1203tl1f(1.04ATSF) Very Dame -0 >20 HW 1,CD TSF) 10(1) Geotechnical Partnership, Inc. Dar Was :27 NownEer 2024 Boring Wesson : Relwto Repad H,.2 Test Boring No. B-5 Fitchburg, MA DAInp Connector Cas. DAD, (10(1) Geotechnical Services : Coeen SMe. MA Dnlw :E soiokte Rock Cue — dill mg Type :Tripod Mooted Hs.tbr Type :Drop PROJECT: New Construction New Commulnity Center -Range Rd. GPI Field ErV1mer F. SebNa CRJMeEw Wlncn :CM-Head Reading, Massachusetts Boonton and Daturn Dolling Mud UMiaed :Not nsaamq Con.. welt Neal :Mleawwh SW Casing Type :3 F. No S.AnType :96- 19T5 In. I.D.; uwned S.PW Hammy Fall :140Its. lDID w CLIENT: eargroam Handrie& Archtyia, Inc. File No. 2436 mF D 9e Av _ DESCRIPTIONS pq0 g P $ Elm cgum aph " q�� a REMARKS o 1 2 s 4 0 M LEAF LITTER OVER GRANULAR FILL AR I encountered Was Sat no 1 I ww 5et no 1 _ _ _ _ _ _ _ _ _ _ _ _ Brown S gray, coarse to fine SAND, IIWe sit, 12 j few fine gravel (angular), (dense, moll ! II AR 2.08. -COMMON FILL- 29 2 ii R=14 N=W 1 ]0 ) 1 I 3 j 583:3'-5' 60 R=13 N•140 Brown, marsa to fine SAND. little silt, antl coame to fine gravel (angular to sub-angular), SP (dense, moist) 'i P=Fenetmmen, 4 2 54 5.0 R. GLACIAL FLUVIAL- n 5- REFUSAL @ 5 REFUSAL®5 FT DEPTH IN GLACIAL TILL OR ROCK B Perficle Size: trace: <5%; few: 5-10%; little: 15-20%; soma 3046%; mostly: 50-100% B COHESIONLESS SOILS: 05 Very Lowe OS COHESIVESOILS: 0.2V.,Safi(c025TSF) (DENSITY) 810 Laos 5-15 (CONSISTENCY) 24So6(0.25-0.5TSF) Test BoringNo. B-5 U Sas; R. gams 1150 Med-M III d-0 Med.SMlr(0.5-1.013F) >90 Den.. 41fA 0-208wn.D4.0 TaF) vary Mow >w >20 HeN (NA TSF) iot i) Dater Dnued : 25 November 2024 Geotechnical Partnership, Inc. Bod, topafign : Refer to Report Figure z Test Boring No. B-6 Fitchburg, MA Dan, connector CavnD Driang ( 1 of 1) Geotechnical Services a0ed Me. w` DRI. E. Ses" Raxcan — Ddli Rig Type :Tripod Numbed Hammer Type :Drop PROJECT: Nine Construction New Comrnuinity Center- Range Rd. GPI Field Engineer : F.3vlelda Cat -Heed or VMdh : C04bW Reading, Massachusetts Games. and D.W. Drilling Mud Uetized :Not nesasrry Canwm Wabr Nxtl : dome &wash Sal Cam, type :3In. M Sampler Type :Ss- 1.3T5in. I.D.; ursned Sampler Hammei : 140 His. I M a. CLIENT: Be mem Hendrix&Aretdype, Inc. FIB Na. 2436 U m i Average v m Fe & ab ntW q(TSF) L DESCRIPTIONS Graph REMARKS 0 o a 3 �. m0 ep ¢'v b+2s4 0 Grounclearti LEAF LITTER 8 DUFF AR ' Sq. no Wheless 1 ___ _—_______ ( i 2 TOPSOIL, LEAVES, VINES & ROOTS 1 j i R•T N-2 2 i l 3 ( SS -2:3'-5' Bleck & dark brown, fine SAND, trace fine 4 I R=19 N=7 gravel (sub -angular), and organic ea, Oddness, f moll t), frequent irallings of Remolded topedl AR 4 4 2 3 5 j SS -3'. 5'-T Dark bicam, floe SAND. (loose. most),. fiquaM e 8 R=14 N=9 ot ud dus roera 4 'Ig 3 as fl. -FILL WITH ORGANICS- s 1 i 6 7 SSA'. 7'-9- ' 9'R=15 R=15N=15 Dark brown to brown, medium to fine SAND, trace fine gravel (bounded), (medium dense, SP 7 P=Ponevomebr S very moist) 4 9.0 fl. -GLACIAL FLUVIAL- END OF BORING 1119 FT DEPTH 10 Padida Bae: trace: <6%; taw: &10%; lab: 1&20%; some 30<5%; mostly: 50-100% 11 COHESIONLES35011S: 0S VeryLoose Ori COHESIVESCILS: 0.2 Very So6(<O.iSTw) (DENSITY) &10 Loose 8-15 (CONSISTENCY) 24 Solt(O@ eTSF) Test Boring No. B-6 LSsndCR:Govele 11-M Med-Dense 1640 " Me0.5M(Ob1.0TSF) x30 Dan. 41-50 94?0 SIM(1.04.0 TSF) (lof l) Very Nnse >50 >20 Here! (".0 TSF) Data Dread : 25 November 2024 Geotechnical Partnership, Inc. 9odeg Location : Rather to Report Fran 2 Test Boring No. B-7 FRchburg, MA odlln9 contractor : Cosmo Drop (1 or1) Gedechniml Servima : Gesen Rue. MA Dollar : E. Si Rock Core — DMI Rig Type : Tripotl Managed Heinnons pe :DW PROJECT: New Construction New Commulnity Center- Range Rd. GPI Field Engineer F. Svtokla Cat -Header WNch :CM -Head Reading, Maseachumft Ebvadon and Deem Grilling Mud USkzetl :No Canadian Wear Head : Dove a Wall Soil Clang Typo :3 in. SW Sampler Type :SS -1.375 in. LD.; unlnetl Swrpler Hammer Fag: 140 ft. 130 in. CLIENT: Balgents Hentlrie a Aodrdypa, Inc. File No. 2436 m s . b F S ' $ &aw COOm R. Ru -F11 REMARKS DESCRIPTIONS E Drevh @@� (TSF) p (2 3 N m 10 an Q p 0 1 3 3 a 0— G. li anrnmtwM LEAF LITTER OVER TOPSOIL AR i 1 e Brown, coarse to fine SAND, some mares to fine gravel(angular b sub -rounded), few Sift, 9 i S&1:I T (metlium dense, moist) i 11=12 Ni 12 j j SP 10 9 I 1 S&2' R=16 N=31 12 erownllen, fine SAND, few silt, tram fine gravel (sub -rounded W rounded), (dense, moist) 1a ! j I 4 2 4.5 R. -GLACIAL FLUVIAL- 13 Brown, mare GRAVEL (angular), tilde coarse 7 !• 5 b fine sand, few elft,(denea, Mi GP i i Sa-3:5'-5.4' 3 100 ' I I R4 Ni GLACIAL FLUVIAL- R.Paneaanatw REFUSAL Q SA FT DEPTH fi II I I Particle Size: trace: e5%; few: 5-10%; Iii T 15-20%; some 30.45%; maady: 50-100% S COH IGNLESSSOIL& M Very Loose 04 COHESNESOILS: 0.2 Very Soa(N36TSF) (DENSITY) &10 Loose &15 (CONSISTENCY) 24 Soft10.254.5TSF) Test Boring No. B-7 L Senile; R: Graven 11-30 Med-Dema 16-0 441 Med.Sltll(O5-1ATSFl -300ansa 41-0 9420 SM (1."d TSF) M1) (1 Vary!wue 'an X20 Had(xd TSF) Dale Ddled :25 Np oe r2M4 Geotechnical Partnership, Inc. WON Location :Refer bR.p No.2 Test Boring No. B-8 Fitchburg, MA Wil, Coaaeor :Canino ONO, (l of 1) Geotechnical SerAws :Own BW MA Dollar E. SAW. Reek Cera — ONO Me Type :Tripod Moused Hammer Type :Dnp PROJECT: Naw Construction Naw Commui06y Center- Range Rd. GPI FI&d Engineer : F. SvbpM Cal-Head or winch : CepHaad Reeding: Massachusetts ElMlion and DeWm Onlling MW taffll :Not necessary Comtml Wabrilad :Doha Man 3011 Casing Type 3 M. BW Sampler Type :SS- 1.375 In. I.D.; unMed Sampler Hammer Fed a40 Re.I se in. CLIENT: Bergmann Hepdtie b Alchtype. Inc. File No. 2496 T, cU . h F t � x - .. Blow Count Average _ $ el leld DESCRIPTIONS do U EI Graph REMARKS a G 3 re ad to w ¢'ero 1z34 0 Ohaundwahrawt LEAF LITTLER OVER TOPSOIL AR ' W49no MR SK et, no 1 4 3 SS-1: 1' 3' 2 Ten, firms SAND (uniform), few silt, trace We 1 a=13 N=] gravel (rounded). 0aasa, most) 4 e 3 SS-2:3 - 5' 3 R=15 N=ID 5 4 Light gray. fine SAND (uniform), proper sot. SP 2 (loose, molat) 5 5 5 554:5'-]' R=12 N=11 P-Peneeameter 8 Light gray, coarse to fine SAND, Rate coarse to 3 I fine gravel (angular to sub nounde l), trace silt 4 (loose On medium dense, moist) 1 7.0R -GLACIAL FLUVIAL- 4 m i Bottom of Exploration at ] feet Depth III i! 8- Particle Size: trace: <5%; few: 5-10%: PRIOR. 15-20%; some 3415%; rrosgy: 54100% 9 COHESIONLESSSOILS: " Verytaas 04 COHESOVESOILS: 42 Very Sofl(�0.25TSF) (DENsny) 610 Low &15 (CONSISTENCY) 24 SOR(0.25-0.5TSF) Test Boring No. B-8 L Sella; R:Owwla 1140 M.dlbnss 1640 45 Mad 30 (0.51.0 TSF) >30 Danss 4150 120War (1."S TSF) Very Cana w +20 Hod (N.0 TSF) (1 of 1) Date Draed : 25 November 2024 Geotechnical Partnership, Inc. Bod,L0osbon : ease W ReontFigure 2 Test Boring No. B-9 Fitchburg, MA DrSing Connector : C .mo DO, (1011) Geolechnicsl Services : Coesn MO. MA Driller : E. SvtoMa Rack Con — Grill Rig Typo : Trpod Mooted Hammer Type :Dmp PROJECT: New Constru0tion NBW COMMUlnity Center- Range Rtl. GPI FINC Engineer R SvtoMe Cat-Mead or Wnch : Cal Hem, Reading, MassachusBOs EMvation ane D.wm DNIIng Mud Utsued :Nor neuuery ConabNWeierllead : Nw.&Wa.n Soil CaavN Type :3 n. M Sampler Type :SS- 1.375,n. I.D.; uNiredi Samler Hammer Fall: 140 Ws. 130 in. CLIENT: Bergmann Herldde SArMype, Inc. File No. 2436 .inF UEd xCounc Averege Q °x4PhS uFIeMDESCRIPTIONS 4(TSFIREMARKS 10 to or o la3a 0 Gmundwelernot LEAF LETTER OVER FIBROUS TOPSOIL AR i encoamerea j W.H set rw 1 III coarse Brown, angular to fine SAND, lit%(medium ,Tee gravel (argular), trees sift, (medium tlenee, 4 maul) SP 2.OR -GLACIAL FLUVIAL- 8 351:1'-3' R-16 N=24 2 - 1 iB ' SP 35 3 Gray, coarse to fine SAND, some coarse to One SS-ZT-3.S gravel (sub-engular), few at, (deme, moist) I RJ N=100 2 100 3.50. -GLACIAL FLUVIAL- I i P�Penebometer I r y 4 END OF BORING ®3.5 FT DEPTH REFUSAL IN NESTED BOULDERS II it 5 Particle Size: trace: <5%; taw: 610%: Itte: 1620%; same 3045%; moe8y. 50-100% 6 B COHESIONLESSM S: 0-a Very Loose OS CONESIVESOILS: 0-2 VMW(<3 TSF) (DENSITY) 610 Lome 8-15 (CONSISTENCY) 24 Son(0.25 .STSF) Test Boring No. B-9 L Sand.; R: G.Is 1130 V sd nse 18404-8 Med. S5a(O.S1.0 TSF) >30 Dense 4150 &20 SRI n.04.a TSF) Very Dense >W>20 HW (>4A TSF) 1011) Data Drill.a : x Na•mmr 2024 Geotechnical Partnership, Inc. Ban, mall :RefermRepanFigure 2 Test Boring No. B-10 Fitchburg, MA Dara, Contra., Coema Ddleng (1 M 1) Geotechnical servkea :Omen Blue, MA Duller : E. 8vlpkla Ronk Care — brie Rig Type : Trlpotl Mounmd Hammer Type : Dmp PROJECT: New Cenatruction New Commuinity Center -Range Rd. GPI Flew Engineer F. SviaMs CatJlando Wlnt, :CaWind Reading, Massachusetts Ele,ati nand Daozn Drilling MW DIiIRed :Notn%eWry Cammnt Water Hwd :DrwsBWeN Sal calm, Type :31n. BW Se"A"'Type ;SS- 1.375 In. I.D.; WIM] Swrymr Hammer Fell :1406x. 130 a. CLIENT: Bergmann Handria B Archtyps, Im. He Na. 2436 Ti LL In i Sides Average DESCRIPTIONS °� m Q�7Scj REMARKS 3 e 0 1 2 3 4 c9 m m Id at a 0 Groundvemr-na LEAF UTTER 8 DUFF ARwwmmama i I Wel Set, no p_ _ _ _ _ _ _ _ _ _ _ — 1 lilt 1 Sl 1•,3 i I R•T N=2 2 LIgM Gown, One SAND, little fine gravel t i (rounded), trace silt and wank silt, (very AR 1 Ic, ovist), frequent infill ngs of decompose oaetl vegetetiw 0 3 SS-2: 3'-4Jy 3.5 -FILL WITH ORGANIC& T 1 ! R•15 N=a3 i P�elleOwMer Brawn, coarse W fine SAND, some coarse 22 4 ravel(angular) and rook fragments, few sift, 2 `denue, moist) SP Go I 4.9R -GLACIAL FLUVIAL- 100 5 REFUSAL ®4.9 FT DEPTH POSSIBLE BEDROCK ' I 6 Particle Size: trace: <5%; few: &10%; little: 15.2096; some 30-45%; mostly: 60-100% S COHESIONLE53S0115: 0.B Very Lmm M COHESIVESOILS: 0.2 Vary SaR(•025TSF) (DENSITY) 610 Loose 3-15 (CONSISTENCY) 24 Soltd.2"ATSF) Test Boring No. B-10 L:SaM•;R:Gmns 11-30 Mea-Deme lads 4-B Med. Sd3(081.0 TSF) 030 Dann 41450 llst"(1.osd Ti (1 of 1) Very Deme 050 '20 Hard(•4.0 TSF) Dab NOW :27 Nowal21 Geotechnical Partnership, Inc. Sol Laa4on :Rererw Rewe l2 Test Boring No. B-11 Fitchburg, MA DMwe CoMr.mr Cosmo Dawe (1 Of 1) Geotechnical Services :Opn Shill, I DMw E.Swedes Rak Cone — NO Rig Tyw :Tdpad Mounted H.m,ar Type :Drop PROJECT: New Comixtil New Commuinity Center -Range Rd. GPI Red E I.r F. Svlolde Ca -Heed or li ONWeed Reading, Massachusetts Flpa ion and Dawn DdAl said Urapd : Nal hw 1 Cop1eM WMr Heetl :Ddrod WeN So3 Cpl,p Type :3 N. SW Senwlw TM : SS -1.315 W I.O.: Will Sampler Hammer all lb las DW In. CLIENT: Bargonal HehMde IN Alchtype, Inc. FRO No. 24218 IT u m AVnage d F DESCRIPTIONS Slow Count ° RU REMARKS Z Graph( TSF) (5 m 3 1p No I: 3 4 0 Groundspoll nc LEAF LITTER IN TOPSOIL AR encoiaserM Wk Set w 1 e Light brown, costae W One SAND, trace fine �ravN (sub-rpuW to wbmunded) and! W. SP 6 j � Ss -1: r, 3. (madiemdMlaeU.00 R-14 W14 2- 2.5 S. -GLACIAL F Ui W.� 9 21 21 3&2:3'-4.1 42 1P12 N•111 SP Bm im, oss es W Ma SAND, some coarse t0 2 T1 P•PerweomeW One gravel (angAr m vulFangular), few sift 4 (dense. mdatl 4II. GLACIAL FLUVIAL- 100 i END OF BORING ® 4.9 FT DEPiH i !, 5 REFUSAL IN POSSIBLE 13LACULL TILL OR ROCK Pal Site: trace: c596; few: 510%; Ill S 1520%; some 3045%; mostly: 50-100% T B GOHESIONIUM SOILS: 08 Very Laos " DONESIVESOLS: 62 Very Sofl(402e TSF) IDEN$T') 1-10 Lwee 1-15 (CONSISTENM 24 Soa(025o01TSI Test Boring No. B-11 L Bwda:RCmW 11410 I.Ietl-Oenp 161 " Med.w(D.&IDTSF) -30 Dense 41-00 920WII 04.DTSF) (1011) Very Dnp >50Z) Had (> oTSF) Geotechnical Partnership, Inc. Date Drilled : 20 Ncvemher 2024 Some tacidun Raw Is Rapon Figure 2 Test Boring No. B-12 Fitchburg, MA Ddnng Gmveasr :Coamo DdIling Geotechnical Services : Dram Blue, MA (1 Of 1) Oa Rig Type :TdpW Mountad Iymner T)Pe :prop D411w E. Sriolda Rock Cora — PROJECT: New Construction New Commuinity Center- Range Rd. GPI Field Edam. : F. &Iod. Ctl-Heed Or W rch : CaBiea Reading, Massachusetts Elaftdan and Datum Drilling MW UIP ed ; Not newaary uh ComMmwetar Heed :DdwsWml� Shc Caig Tym :3 in. Bw' Samgr Type : Sus -1.3TS In. I.D.; unGnad Sampler Nemmr FYl 1140lde.l3pin. CLIENT: B mann Hend"' 8 Archtype, Inc. File Nc.2436 sAn F t w Count $$ AvereBe DESCRIPTIONS t)y `a aD-Plaid U E � Gra ph u (TSF) REMARKS Qo 01zaa 0 GmuMealarnot LEAF LITTER a TOPSOIL AR amouNared Wal Satm 1 3 I I. 2 I SS-1: 1'.T ! 2 ! t R=15 N=5 Rust-brown, warse W fine SAND, little coarse t to fine gravel (Sub-anguMr W sub-rounded), few, sig. (loose, moist) SP 3 T !jilt I 3 Ili I 1 382:3'-5' 3.5R -GLACIAL FLUVIAL- 12 III R•ib N•HB ____________ I P=P�eaam. 31 6 Brown, coarse M fns SAND, Some coarse 2 gravel(sub-angularW submunded), few slit, (dame, moist) SP B5 5.0 e. -GLACIAL FLUVIAL- m 5 ENDLINING 5.0 F DEPTH III REFUSAL IN GLACMLL TILL ort ROCK 8 i Particle Site: trace: <5%; few. 610%; IBtle: 15-20%; sane 30.45%; rrams* 50-100% T S COHEBIDNtFSS 801L6: OS Very Lame Ob COHESNESDILS; 82 Very Soll(W35TSF) (DENS") 810 Lasa B-15 (LON613TENCY) 24 S"e(0.250.5TSF) Test Sorin NO. 8-12 L Sande; R: Gnaw 1150 Med -Deme -Dee le40 4-8 Med.508(0.61.0 TSF) g -W Dena 4130 5-2051M(1.O�.O TBP) Very Data. -0 >20 Hera (N.0 TSF) (1 Of 1) Reading Center for Active Living A000 .� - mall -�� - RM bMA W,w 44 o i ® Reading CAL/Plckleball Courts Master Plan _ n...r...e.a .amm..,., acres Ras _ '' A003 ,� , F � a= ., �� ,,� ,,��,,, y� ...`O � � �. _�, � -. o r di VIP IL lei ■ a �i / ) � [ - } e . � t • f � & S all. o- - -i----- --- i -- --j------ -- I I I I I 1 I I r l o -- -I----- I I --- I I I I I I I I I I I I I I I i I t I I M I l i i i i i ® i i bb !id bb CO)bb b b rn lITT if�l F 11 I{�1{{j�fl 'ri' �j�14# • 0 c ii I 7 ■11■■ .■A7Trrr �....; it■11 a: u�o�W Pou■P or � o■■■o mom mn mum e■e■g PoueP I, nrucu' ■i ■irk■[:■� , ■ �I III,III II�III Iin (■■I�I��III �� _ m v e c r I � o I IIII1!■0•;�im ��nnnnr� � �� 9e �� ►rte IT JOL401": fi■ D It � '� � E \ � '` .. 3 \ L I;I TL "I F111,I11II1III(indm1I1,1P ME s 41 Al W � 1 FIR i "SE-1 a yS Itj S r m_ PR --S E I"Nis =A902 .oay.. ihit .s Sar - ewa R -wS E A903 i�►lig I�Iti �!!i 91i111iii: r iil 1 �� I� ,del W F 3 -a r ' Stakeholder RIf eCAL Reading Center Meeting 3: la111ry8, 2025 for Active Living Schematic Design e Program The feasibility study area was 26,300 sf. The current buildingarea is 28,000 sf. The major changes Include adding the following(which total 1.510 st of 1,700 of added area). • 'tutu re offlW for mental health other as currently requested professional • "front desk" area for the recreation office •^ • recreation coordi nator office • designated reception area for the main lobby separates from the lobby space • overa0 Program Room category area increased by 820 of in response to staff and CoA adjustments. • areas where the new program is slightly smaller then the feasibility study program. This includes the non -program spaces which ere smaller than F °^ previous. This non -program category includes corridors, wall thicknesses, elevators and stairs. building by 107 by of including an joint between the [ grew st virtue expansion wood and the steel construction areas. (Tho two materials behave differently, and a stip joint Is ^ required to accommodate the differential movement. We had envisioned a single j .... construction type for the whole). _ E F There are also some areas where the now program is slightly smaller than the feasibility study program. This includes the non-pregmm spaces such as corridors, wall a thicknesses, elevators and stairs. The new plan is slightly more efficient. .. 0 Site Plan Second Floor Plan F - Floor Plans Building Section BWq£Yy W Building Elevations was Building Elevations WON ■ ri �4 N IIF oil Not Imam Rer��eritrg� Receplion and Lohhy � _ 1 "sit Ll 0 17 mjbi Ej MR, Ren , Caza Room, Rendering Multipurpose Room INTRODUCTION Foley Buhl Roberts 6 Associates, Inc. (FBRA) is collaborating with Bergmann Hendrie + Archetype, Inc. (BH+A) and their consultants in the design of the new Reading Center for Active Living (ReCAL) in Reading, Massachusetts. The purpose of this narrative Is to outline the basis of the structural design, describe the proposed structural systems and provide estimated structural quantities to be used in the preparation of the Schematic Design cost estimate. Outline Structural Specifications are also included. This report should be used in conjunction with the Schematic Design documents prepared by BH+A and the other disciplines. The proposed, new two-story Center for Active Living will be constructed on a site on Range Road in Reading, Massachusetts. The approximately 29,450 gross square foot facility will include a Gymnasium with a suspended elevated walking track, a Multipurpose Room, game, arts and crafts and fitness rooms, flexible use spaces, administration offices, and a kitchen. Refer to the BH+A Architectural Drawings and documents for additional details of the project scope. The Gymnasium and suspended walking track will be steel framed. Floor construction of the walking track will be a concrete slab on composite steel deck, supported by composite, wide flange steel beams. Shear studs will be field Welded to the beam flanges to achieve composite action with the floor slab. The Gymnasium roof will be constructed with steel roof deck supported by steel beams spanning to steel trusses. Typical Gymnasium columns and hangers for the walking track will be rectangular hollow steel tube (HSS) sections. Lateral stability for wind and seismic loads will be provided by steel bracing in each direction. Gymnasium floor and roof steel framing will be exposed in the finished work and will be shop primed. The remainder of the facility will be wood framed. Floor construction will be a plywood subfloor supported by wood floor joists spanning to wood stud bearing walls. Roof construction will be plywood sheathing supported by metal plate connected wood trusses and wood rafters. Wood roof framing will be supported by woad stud bearing walls. Lateral stability for wind and seismic loads will be provided by plywood sheathed wood shear walls. The Second Floor will be accessed by wood framed stairs and an elevator. The steel framed Gymnasium and wood framed portions will be structurally separated by an expansion joint. Geotechnical investigations indicate weak natural soils and/or thick deposits of fill that would preclude the use of conventional slab on grade construction and spread footing foundations. A deep foundation system (ductile iron piles) and a structural slab at the First Floor Will be required. No basement is proposed. The new construction will be classed as Type VB (Combustible, Unprotected). - e I: L9717�77-3LHJ 2227 Washington Street Newton MA 02462 Foley301RoW is T 5 gets F fi1P52Pg606 �61)0 stmcNrel S ASSOCIATES INC engineers atftes'n' Na atan MA Menohester NN 6artand ME DecaNru www.fbra.com READING CENTER FOR ACTIVE LIVING (ReCAL) Reading, Massachusetts DRAFT SCHEMATIC DESIGN STRUCTURAL NARRATIVE January 2, 2025 INTRODUCTION Foley Buhl Roberts 6 Associates, Inc. (FBRA) is collaborating with Bergmann Hendrie + Archetype, Inc. (BH+A) and their consultants in the design of the new Reading Center for Active Living (ReCAL) in Reading, Massachusetts. The purpose of this narrative Is to outline the basis of the structural design, describe the proposed structural systems and provide estimated structural quantities to be used in the preparation of the Schematic Design cost estimate. Outline Structural Specifications are also included. This report should be used in conjunction with the Schematic Design documents prepared by BH+A and the other disciplines. The proposed, new two-story Center for Active Living will be constructed on a site on Range Road in Reading, Massachusetts. The approximately 29,450 gross square foot facility will include a Gymnasium with a suspended elevated walking track, a Multipurpose Room, game, arts and crafts and fitness rooms, flexible use spaces, administration offices, and a kitchen. Refer to the BH+A Architectural Drawings and documents for additional details of the project scope. The Gymnasium and suspended walking track will be steel framed. Floor construction of the walking track will be a concrete slab on composite steel deck, supported by composite, wide flange steel beams. Shear studs will be field Welded to the beam flanges to achieve composite action with the floor slab. The Gymnasium roof will be constructed with steel roof deck supported by steel beams spanning to steel trusses. Typical Gymnasium columns and hangers for the walking track will be rectangular hollow steel tube (HSS) sections. Lateral stability for wind and seismic loads will be provided by steel bracing in each direction. Gymnasium floor and roof steel framing will be exposed in the finished work and will be shop primed. The remainder of the facility will be wood framed. Floor construction will be a plywood subfloor supported by wood floor joists spanning to wood stud bearing walls. Roof construction will be plywood sheathing supported by metal plate connected wood trusses and wood rafters. Wood roof framing will be supported by woad stud bearing walls. Lateral stability for wind and seismic loads will be provided by plywood sheathed wood shear walls. The Second Floor will be accessed by wood framed stairs and an elevator. The steel framed Gymnasium and wood framed portions will be structurally separated by an expansion joint. Geotechnical investigations indicate weak natural soils and/or thick deposits of fill that would preclude the use of conventional slab on grade construction and spread footing foundations. A deep foundation system (ductile iron piles) and a structural slab at the First Floor Will be required. No basement is proposed. The new construction will be classed as Type VB (Combustible, Unprotected). - e I: L9717�77-3LHJ Reading Center for Active Living (ReCAL) Reading, MA Page 2 or 10 bh+a project #3513.00 January 2, 2025 The basis of the structural design for new construction is described in this section Codes arld Damian Standards Building Code: Massachusetts State Building Code (780 CMR -Tenth Edition). Concrete: ACI 318 and ACI 301; latest editions. Masonry: TMS 402 'Building Code Requirements and Specifications for Masonry Structures'. Structural Steel: AISC "Specification for Structural Steel Buildings' and AISC "Code of Standard Pmctice'; latest editions. Wood: National Design Spec#kah'on (NDS) for Wood Construction - 2018. Design LoadyWaresraNnm Live Loads: Activities/Games Rooms and Offices (with partition allowance): 85 PSF Second Floor Corridors: 80 PSF Flexible Program, Multi -Purpose Rooms: 100 PSF Gymnasium and Fitness Room: 100 PSF First Floor Corridors and Stairs: 100 PSF Mechanical Areas: 150 PSF Snow Loads (Reading)! Basic Ground Snow Load: 50 PSF Minimum Flat Roof Snow Load: 30 PSF Wird Loads (Reading): Wind Speed (Risk Category II): 118 MPH (Ultimate) Seismic Parameters (Newton): Spectral Response - Short Periods: Be = 0.322g Spectral Response -1-Second Periods: S1= 0.072g Risk Category: II Seismic Design Category: C Site Class: D Structural System: Building Frame System/ Bearing Wall System Lateral Load Resisting System: Light -frame (wood) walls sheathed with wood structural panels for shear resistance end Steel Concentrically Braced Frames (Not Specifically Detailed for Seismic Resistance) Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Pape 3 of 10 Response Modification Factor (R): 5.5 (wood) 3.0 (steel) System Overstrength Factor (00): 2.5 (wood) 3.0 (steel) Deflection Amplification Factor (Ca): 4.0 (wood) 3.0 (steel) Subsurface Soils CondkionslFoundations The foundation design is based on an allowable capacity of 30 tons per pile, bearing on weathered rock. Refer to the November 27, 2024 Geotechnical Data Summary Report prepared by Geotechnical Partnership Inc. for additional subsurface soils information, comments, and recommendations relating to foundation construction. Construction Classification New construction for the Center for Active Living is assumed to be Type VB (Combustible, Unprotected). Floor and roof construction is considered to be unrestrained A. SUBSTRUCTURE Foundations for the new building will consist of ductile iron piles and reinforced concrete pile caps below individual steel building column bases in the Gymnasium and a reinforced concrete structural slab, thickened below interior wood bearing walls and at Interior piles supports, at the First Floor. Continuous, reinforced concrete grade beams, also supported by piles, will be provided below perimeter foundation walls. The preliminary foundation design is based on an allowable pile capacity of 30 tons (to be confirmed by pile engineer). Other deep foundation types may also be explored. Standard Foundations: • Foundations will consist of ductile iron piles with cast -in-place reinforced concrete pile caps. Perimeter pile caps will be connected by cast -in-place reinforced concrete grade beams. The bottom of all pile caps and grade beams will be located at a minimum of four feet below the finished grade. The preliminary foundation design is based on 30 ton pile capacity. • Ductile iron piles: 30 ton capacity (to be confirmed by pile designer) • Provide 3 piles per pile cap at Gymnasium columns Space piles at 10 fast on center along integral slab beam construction • Single piles spaced at 20 feet on center along the perimeter of the wood framing portion of the building • Provide 4 piles below the elevator pit • Perimeter grade beams: 28" wide by 3'- 0" deep with 35 pounds of reinforcing per linear foot of beam. • Pile caps below Gymnasium columns: 0 cubic yards of concrete, 380 lbs of reinforcing. Special Foundations: Elevator pit construction will consist of 12" thick, reinforced concrete walls and a 24" thick, reinforced concrete foundation mat, with an integral sump pit. Waterstops will be Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Page 4 of 10 provided at all construction joints and all interior surfaces of the elevator pit will be waterproofed. Elevator shaft walls will be 100% solid grouted, reinforced CMU construction (8' thick). Structural Slab., First Floor construction will typically be a reinforced 10' thick reinforced concrete slab on grade with 6.5 paf reinforcing. Integral slab beams will be provided below interior bearing walls and as required to limit slab spans to 20 feet maximum. Integral slab beams will be 24' deep and 36" wide, with 20.0 plf additional reinforcing. For estimating purposes, assume 1200 linear feet of thickened slab beam will be required. Drainage: Perimeter and underslab drainage systems are not anticipated to be required B. SUPERSTRUCTURE Structural Spans/Bays: Typical wood floor joist spans vary from 20 feet to 28 feet. Typical wood roof trusses span between 38 feet and 44 feet. Story Heights: Preliminary story heights have been established as 14'- 0* to the Second Floor and approximately 12'- 8- up to the flat roof of the two-story portion. The ridge of the Gymnasium roof is approximately 35 feet above the First Floor. Second floor Construction: 3/4" nominal thick exterior -grade (Exposure 1) APA rated Structural 1, tongue and groove plywood subfloor supported by 22" deep engineered wood joists (TJIs) spaced at 16" on center. Plywood subfloor will be glued and nailed with 10d nails at 6' o.c. at ends and 12" O.C. at intermediate supports. Floor joists will be supported by wood bearing walls or by laminated veneer lumber (LVL) beams. Beams will be supported by parallel strand lumber (PSL) posts. Gymnasium Suspended Track (at Second Floor) Construction: consists of a 3' (minimum) thick, normal weight concrete topping slab with welded wire fabric, on 2' deep, 18 gauge galvanized steel composite steel floor deck (5" minimum total slab thickness), supported by composite steel beams. Steel beams span to HSS (tube) steel hangers supported by the steel roof framing. Typical Roor Construction: Typical roof construction will consist of 5/8' nominal thick exterior. grade (Exposure 1) APA rated Structural 1 plywood sheathing supported by metal plate connected wood trusses spaced at 2'- 0' on center. At flat roof areas, plywood sheathing will be supported by engineered wood joists (TJIs) spaced at 16" on center. Plywood sheathing is fastened with 10d nails at 6' o.c. at edges and 12" o.c. at Intermediate supports. Metal "H' clips are to be provided at panel edges. Gymnasium Roof Framing: consists of 3" deep, 20/20 cellular acoustic type galvanized steel roof deck support by wide flange steel beams spanning to steel busses which clear span the space. Trusses will be spaced at approximately 20 feet on centers. Steel Framing Connections: Type 2 simple framing connections (shear only); double clip angles typically. Steri Columns: Typical steel columns will be HSS (tube) steel sections. Lateral Force Resisting System: lateral (wind and seismic) forces will typically be resisted by plywood -sheathed wood stud shear walls and by steel bracing in the Gymnasium. Provide Simpson hold-down anchors at each end of each wood shear wall. Bracing members will be square or rectangular HSS sections. Brace configurations may include chevrons, inverted chevrons ("V'), or single diagonals in short bays, as required by architectural considerations. Reading Center for Active Living (ReCAL) Reading, MA Page 5 & tD bh+a project #3513.00 January 2, 2025 Expansion (Seismic) Joints: There will be one expansion joint along the east and south sides of the Gymnasium, separating it from the wood framed portion of the building. Interior Bearing Walls: Typically 2x6 @ 16' D.C. wood stud bearing walls, with :f' plywood sheathing at shear wall locations. Exterior Walls: Typically 2x6 @ 16° D.C. wood stud bearing walls with'V plywood sheathing. Light gauge cold formed metal stud walls will be provided on the north and west sides of the Gymnasium. HSS girls will be provided between end wall Columns to reduce the height of exterior wall studs. Refer to the preliminary Architectural Drawings for cladding materials. PV Panels: An additional design load of 5 psf has been included for installation of future direct mounted PV panels at all pitched roof areas. STEEL FRAMED GYMNASIUM (STEEL RCCF SEAMS, ' TRUSSESANDSUEPENDED WALKING TRACK METAL ' F.00F DECK AND COMPOSITE FLOOR DECK) a GYMNASIUM MID WOOD FRAMED BUILDING WOODFRAMEDBUILDING ' (WOOD STUD WALLS. FLOOR JOISTS,ANDROOFTRUSSES' AND FLAT ROOF JOISTS) 'DASHED AREA INDICATES LIMITS OF MOOD ROOF TRUSSES. d IIt I P!? N B' 16 32' 64' Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Page 6 of 10 STRUCTURAL OUTLINE SPECIFICATIONS: Cast -in -Place Concrete (033000) • All concrete shall be normal weight, 4,000 psi at 28 days, except exterior (exposed) concrete (paving) which shall be normal weight, 5,000 psi. • Portland Cement: ASTM C150, Type I or It. • All concrete shall be proportioned with 3/4" maximum aggregate, ASTM C 33, except 3/8' maximum aggregate shall be used at toppings less than 2" thick (e.g., metal pan stairs). • Fly Ash: ASTM C618, Class F. Ground Granulated Blast-Fumace Slag - ASTM C 989 - Grade 100 or 120. • Fly ash, slag, and/or ground glass pomolan shall be used as a partial replacement for Portland Cement in all concrete mixes for the building and site. The Global Warming Potential (GWP) for concrete mix designs (the total project) shall be a minimum of 15% lower than Industry benchmark concrete mixes for the region as defined by the National Ready Mixed Concrete Association's (NRMCA) report titled 'A Cradle -to -Gate Life Cycle Assessment of Ready -Mixed Concrete Manufactured by NRMCA Members - Version 3.2". The report provides benchmark Life Cycle Assessment (LCA) data, including GWP values, for nine ready mixed concrete products in eight regions. The following lists the two ready mixed concrete products (28 -day compressive strength) and their associated GWP benchmark values (per cubic yard) for the eastern region: 1. Pc = 4,000 psi (regular weight) GWP-- 240.00 kg CO2e 2. fc= 5,000 psi GWP-- 289.00 kg CO2e • The maximum water/cement ratios for the ACI Concrete Exposure Classes are listed below: 1. Exposure Class F1 (Footings and Foundation Walls): Maximum wlom Ratio = 0.55 2. Exposure Class F2 (Exterior, Exposed Walls): Maximum w/cm Ratio = 0.45 3. Exposure Class F3 (SOe Paving): Maximum w/cm Ratio =0.40 • Cemenfitious Materials: Limit percentage, by weight of cemeniitious materials other than Portland cement in concrete for concrete assigned to Exposure Class F3 as follows: 1. Fly ash or other po=olans: 25 percent by mass. 2. Slag cement: 50 percent by mass. 3. Silica fume: 10 percent by mass. 4. Total of fly ash or natural pouolans and silica fume: 35 percent by mass. 5. Total of fly ash or pouolans, slag cement, and silica fume: 50 percent by mass. • All reinforcing shall be ASTM A615 deformed bars, Grade 60. • All welded wire fabric shall conform to ASTM At 064. • Reinforcing bars, steel wire, welded wire fabric, and miscellaneous steel accessories shall contain a minimum of 98% (combined) post-industrial/postconsumer recycled content (the percentage of recycled content Is based on the weight of the component materials). Certification of recycled content shall be in accordance with Submittal Requirements. Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Page 7 of 10 • Concrete products manufactured within 500 miles (by air) of the project site shall be documented in accordance with Submittal Requirements. • Cure all concrete by moisture retention methods, approved by Architect; curing compounds shall not be used. Reinforced Concrete Masonry (Elevator Shaft) • Masonry construction shall conform to TMS 402 "Building Code Requirements and Specifications for Masonry Structures", latest edition. • Masonry strength, fm shall not be less than 1500 psi, • Requirements for load bearing Mock strength shall be as required for specified masonry strength (fm) but shall not be less than 2000 psi on the net area of the block. • Grout shall conform to ASTM 0476, Type Fine, and shall be of strength required for specified masonry strength (fm) but not less than 3000 psi. • Elevator shaft walls shall be 100% solid grouted (all cores); low, lift grouting. • Mortar for reinforced masonry shall conform to ASTM C270 Type S and shall be of strength required for specified masonry strength if m) but not less than 1800 psi. • Reinforcing bars shall conform to ASTM A 615 Grade 60 deformed bars. Lap all continuous bars 48 diameters and provide bar positioners. Assume No. 5 bars at 2'-8" o.c. vertically and horizontal bond beams with 2— No. 5 at each level. • Joint reinforcing shall be 9 gauge ladder type conforming to ASTM A 82. Provide prefabricated corners and tees. Walls shall be reinforced horizontally with joint reinforcing at 16 inches on centers unless otherwise noted. • Reinforcing bars, steel wire and miscellaneous accessories shall contain a minimum of 98% (combined) post-industrial/postconsumer recycled content (the percentage of recycled content is based on the weight of the component materials). Certification of recycled content shall be in accordance with Submittal Requirements. • Masonry products manufactured within 500 miles (by air) of the project site shall be documented in accordance with Submittal Requirements. Rouah Caroentry (Section 061000 (Including Enaineered Joists and Wood Trusses • Roof trusses shall be prefabricated, metal plate connected wood trusses as defined by the Truss Plate Institute, or as approved by the Architect. • Truss metal connector plates shall be toothed plates of 20 gauge minimum sheet steel (or thicker, as required by design), galvanized to conform to ASTM A 446 Grade A, Class G60. • All lumber used for trusses shall be identified with a grade mark of the appropriate grading authority as determined by the NDS "National Design Specification for Wood Construction." Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Page 8 N 10 • Moisture content of all truss lumber shall not exceed fifteen percent (15%). • Power -Driven Fasteners and Nails shall conform to ASTM F1667. • Wood Screws: ASME 818.8.1. • Lag Screws: ASME B18.2.1. • Steel bolts conforming to ASTM A307, Grade A; with ASTM A563 hex nuts and, where required or indicated, flat washers • Typical fasteners into preservative pressure treated lumber shall be stainless steel Type 316 unless otherwise noted. • All beam, joist, truss, and post metal connectors, hangers, ties, anchors, etc. shall be made from hotdip, galvanized steel sheet conforming to ASTM A653, G60 coating designation, as manufactured by the Simpson Strong -Tie Company or approved equal. Nails used for the installation of metal connectors, hangers, lies, anchors, etc. shall be supplied by the manufacturer. All joists flush framed into supporting beams shall have joist hangers. • Engineered Wood Products: Laminated -Veneer Lumber beams (LVL), Parallel Strand Lumber beams and posts (PSL), laminated Strand Lumber headers (LSL), and I -Joists (TJI): Weyerhauser or approved equal. • Dimension Lumber Framing: Interior shear walls (studs, blocking, sills, plates, etc.), Exterior walls (sistered studs, blocking, etc.), and Joists, rafters, and other framing not listed above: No. 1/No. 2 or better Spruce -Pine -Fir. Provide dry lumber with 19 percent maximum moisture content at time of dressing for 2 -inch nominal thickness or less, unless otherwise indicated. • Plywood Sheathing: Either DOC PS 1 or DOC PS 2, unless otherwise indicated. Plywood roof sheathing shall be 5/8" nominal thickness, with "H" Gips. • Wall studs shall be blocked at all plywood edges and at a maximum of 4'-0" on center. Structural Steel (051200) • Structural steel shapes shall conform to ASTM A992, Fy = 50 ksi. • Steel tubes (HSS) shall conform to ASTM A500, Grade C, Fy-50 kai. • Structural steel plates and bars shall conform to ASTM A572, Fy = 50 ksi. • Steel members shall contain a minimum of 93% (combined) post-industrial/post- consumer recycled content (the percentage of recycled content is based on the weight of the component materials). Certification of recycled content shall be in accordance with the Submittal Requirements. • Steel manufactured within 500 miles (by air) of the project site shall be documented in accordance with the Submittal Requirements. Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Page a of 10 • Anchor Bolts: Anchor bolts at column base plates shall conform to ASTM F1554 — Grade 36 and shall beheaded type. Provide a minimum of four (4),'/." diameter anchor bolts at all columns; additional bolts and/or larger diameter will be required at bracing locations. • Bolted connections shall be ASTM A325, Type N (bearing) bolts. • Shop and field welding shall be AWS D1.1 E70XX electrodes. • Surface treatment for typical (unexposed) structural steel: SSPC Surface Preparation No. 3 (Power Tool Cleaning). • Surface treatment for structural steel floor and roof members in the Gymnasium shall be SSPC Surface Preparation No. 6. All exposed steel shall receive one coat of shop primer that is compatible with the finish paint. Steel Dads (053100) • Typical steel floor deck shall be 2" deep, 18 Gauge, composite type, conforming to ASTM A653, Grade 50, galvanized in accordance with ASTM A653, coating class G-60. • Cellular, acoustic steel roof deck (Gymnasium) shall be 3" deep, 18120 Gauge, Type NCAS, conforming to ASTM A653, Grade 33, galvanized in accordance with ASTM A 653, coating class G-60. • All steel floor deck and roof deck accessories (pour stops, finish strips, closures, etc.) shall be the same finish as the deck; 18 gauge minimum. • Steel deck shall contain a minimum of 60% (combined) post-industrial/post-consumer recycled content (the percentage of recycled content is based on the weight of the component materials). Certification of recycled content shall be in accordance with the Submittal Requirements. • Steel deck manufactured within 500 miles (by air) of the project site shall be documented in accordance with the Submittal Requirements. • Provide 14 gauge sump pans at roof drains. Ductile Imn Piles (3162161 • The design of the Ductile Iron Piles (DIPS) shall be provided by the Contractor, and shall meet the requirements of the Massachusetts State Building Code (780 CMR - 1 Ot Ed.). • The minimum allowable design capacity for all DIPS shall be 30 tons. • Al DIPs shall terminate in weathered rock, as required to achieve the minimum design capacity. Refer to the Geotechnical Data Summary Report for subsurface information. • Install at least one (1) non -production test DIP for the static load test to demonstrate acceptable performance. In accordance with the requirements of the Massachusetts State Building Code, perform a compression pile load test to a test load of at least two (2) times the minimum design capacity. Reading Center for Active Living (ReCAL) bh+a pwlect #3513.00 Reading, MA January 2, 2025 Page 10 of 10 Ductile iron pipe shall exhibit a yield stress of 45 ksi or greater and a modulus of elasticity of 24,000 ksi. • Grout for DTPs shall a mixture of Portland Cement (Type I/ll) and potable water, with a minimum 3,000 psi compression strength at 28 days. • Reinforcing bars shall be ASTM A615, Grade 60 steel. END OF SCHEMATIC DESIGN STRUCTURAL NARRATIVE Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 Reading Center for Active Livina - HVAC Schematic Design Narrative January 9, 2025 Heatina/Coolina System Option 1 — Air Source VRF System • The HVAC system for the main portion of the building will be a Mitsubishi CitiMulti VRF System utilizing the two -pipe Citi Multi system with heat recovery. This is a system that allows simultaneous heating and cooling in different zones at any time. o There will be (2) outdoor units • Mitsubishi PURY-EP144TSNU-A, 208V/3ph. • Mitsubishi PURY-EP286TSNU-A, 208/3ph o There will be (2) BC Main controllers CMB-P1016NU-JA1. o There will be (1) BC Sub controllers CMB-P108NU-KB2. o There will be 43 indoor units • (14) PLFY-PO5NFMU-ER1.TH 2x2 ceilino cassette units • (41 PLFY-POBNFMU-ER1.TH 2x2 ceiling cassette units • (2) PLFY-P12NFMU-ER1.TH 2x2 ceiling cassette units • (8_) PLFY-EPI2NEMU1-E.TH 3x3 ceiling cassette units • (1)-,PLFY-EPI5NEMU1-E.TH 3x3 ceiling cassette units L2L. PL.EY-EPI8NEMU1-E.TH 3x3 ceiling cassette units • a PLFY-EP24NEMU1-E.TH 3x3 ceiling cassette units • (4) PLFY-EP30NEMU1-E.TH 3x3 ceiling cassette units La PEFY-P06NMAU-E4 ceiling concealed ducted units • (2L PEFY-PO8NMAU-E4 ceiling concealed ducted units • La PEFY-P15NMAU-E4 ceiling concealed dueled units L1 L PEFY-P18NMAU-E4 ceiling concealed ducted units • There will be 33 simple controllertthennostat to allow temperature adjustment PAC-YT53CRAU-J. o There will be an EW -50A Centralized Controller • The control system will allow centralized programming of occupancy schedules and temperatures. • Preliminary Zoning: o The system will be zoned by major room. Each zone will have one or more fan coil units, depending on room size and air distribution requirements. • Piping Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110-1 Reading Center for Active Living (ReCAL) bh+a project #x .00 Reading, MA January 9, 2025 o Refrigerant piping will be soft copper tubing with brazed joints. Piping from the outdoor units to the BC controller will be hard copper with brazed joints. All piping will be insulated with ArmaBex Insulation. o Condensate piping will be Type L copper, insulated with fiberglass pipe insulation. Option 2 — Hybrid VRF System • The HVAC system for the main portion of the building will be a Mitsubishi CifiMulti Hybrid VRF System utilizing the two -pipe Citi Multi system with heat recovery. This system utilizes refrigerant between the outdoor unit and the ybr d branch controllers, and water piping from the hybrid branch controllers to the indoor units. The system allows simultaneous heating and cooling in different zones at any time. o There will be (X) outdoor units • Mitsubishi PURY-EPxxxTSNU-A, 208V/3ph. o There will be (X) Hybrid branch controllers. o There will be (X) Hybrid sub -branch controllers. o There will be 43 indoor units • (14) PLFY-WL.05NFMU-E TH 2x2 ceiling cassette units • j4]- PLFY-WL08NFMU-E TH 2x2 ceiling cassette units L 1 PLFY-WLI2NFMU-E.TH 2x2 ceiling cassette units • jl PLFY-WLI2NEMU1-E.TH 3x3 ceiling cassette units LL P1FY-WL15NEMUI-E.TH 3x3 ceiling cassette units (L PLFY-WL78NEMU1-E.TH 3x3 ceiling cassette units • LL PLFY-WL24NEMU1-E TH 3x3 ceiling cassette units • I1 PLFY-WL30NEMU1-E TH 30 ceiling cassette units • LL PEFY-WL06NMAU-A ceiling concealed ducted units • IL PEFY-WL08NMAU-A ceiling concealed ducted units • LL PEFY-WL15NMAU-A ceiling concealed ducted units • (y PEFY-WL18NMAU-A ceiling concealed ducted units • There will be 33 simple controller/thermostat to allow temperature adjustment PAC-YT53CRAU-J. • Preliminary Zoning: o Similar to Option 1. • Piping o Water piping will be soft copper tubing with brazed joints. Piping from the outdoor units to the BC controller will be hard copper with brazed joints. All piping will be insulated with ArmaBex insulation. o Condensate piping will be Type L copper, insulated with fiberglass pipe insulation. Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 • Other requirements o The system will have 30% propylene glycol o Each system will have a 5 gallon glycol feeder. Option 3 — 4 -Pipe Fan Coil System • The HVAC system for the main portion of the building will be a 4 -pipe fan coil system with an air -source heat pump chiller with electric boiler backup. The chiller will supply hot and chilled water which will be distributed to the building through separate hot and chilled water piping, to 4 -pipe fan coil units in the spaces. • The heat pump chiller will be Water Furnace XXX, XX tons. • There will be (2) pairs of pumps. o Chilled water loop — Grundfos Magna3 40-180F, 30 gpm, 600 watts, variable speed. o Hot water loop — Grundfos Magna3 40-180F, 30 gpm, 600 watts, variable speed. • The system will require (2) expansion tanks, a city water feed, and (2) air separators. • Fan coil units o XXX o Each FCU will have a 2 -position control valve. • Preliminary Zoning o XXX • Piping o Chilled and hot water piping -Type L copper or black iron, insulated o Condensate— type L copper, insulated Kitchen Exhaust and Make Up Air (typical for all options) • The kitchen exhaust hood will be served by a Greenheck xx xx HP roof mounted upblast fan with ventilated curb located on the flat roof. • Kitchen make up air will be provided by an direct gas-fired make up air unit, Greenheck xxx. The unit will be located on the low roof adjacent to the kitchen. • The exhaust fan and make up air unit will have variable speed drives and be connected to a control system tovary the amount of exhaust as required by the cooking operations. • Kitchen cooling will be provided by fan coil units connected to the VRF system. Ventilation (typical for all options) • Fresh air for the building will be provided by an energy recovery ventilator located on the flat roof. Supply air will be distributed to the building based on the occupancy of the space. • The ERV will be Greenheck RVE-40-41 D -7A -1-D2 with air source heat pump heating and cooling and electric supplemental heating. The unit shall provide 2700 CFM of fresh Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 air while exhausting 2700 CFM. Cooling will be 7 tons. Heating shall be 300 MBH input and 240 MBH output. Unit shall be 208/3/60 and 123 MCA. o The ERV will have the following options: • Variable speed supply and exhaust fans with duct pressure control • Microprocessor controller • Low leakage supply and exhaust dampers • Modulating wheel frost control and economizer control • Mery 8 8 13 filters • The ERV will provide exhaust from all toilet rooms and other areas as required to match the fresh air requirements for the building. • The Multi Purpose Room, Program 233, Arts 8 Crafts 234, Fitness 133 and Flex 134 will be provided with supply and exhaust VAV boxes to vary the amount of outdoor air provided in response to carbon dioxide sensors in the space. o The fresh air and exhaust to these rooms will be ducted to ceiling grilles. • Game Room 113, Conference 214 and Billiards 215 supply and exhaust will be provided with Aides ZRT 2 -position dampers, controlled by the room occupancy sensors. o The fresh air and exhaust to these rooms will be ducted to ceiling grilles. • The fresh air to other rooms, mostly offices will be constant flow and regulated with Aides CAR3 airflow regulators. These devices automatically balance flow, and do not require power or control wiring. o Fresh air for the smaller rooms will be ducted to the fresh air inlets of the air conditioning system ceiling cassette units. Gymnasium (typical for all options) • The heating, cooling and ventilation for the Gymnasium will be provided by a packaged rooftop unit with integral energy recovery ventilator. The unit will be located on the roof. o The rooftop unit will be a Greenheck RVE-4036D-12.5A-1-J2. The unit will be 5000 cfm with 2500 cfm of outdoor air and 2500 cfm of exhaust. The unit shall be 208/3/60. Cooling will be 12.5 tons. • The duct system in the Gymnasium shall consist of a single 26°0 spiral duct located at the bottom of the apex of the roof structure. o Supply into the space shall be from 10 extended throw diffusers of 500 CFM each, located along both sides of the length of the supply duct and directed down at a 45° angle. Miscellaneous Re0uirements (typical for all options) • 3 Kw fan forced electric heaters will be provided in the main entry vestibule, Stair 236 and the corridor entry door near the kitchen. END OF HVAC NARRATIVE Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 Reading Center for Active Livino — Electrical Schematic Design Narrative • Power Distribution System o The electrical system voltage will be 208Y120, three phase, four -wire, 60 Hz. The new service entrance switchgear will be located on the first floor. a) All power intensive equipment including mechanical and elevator equipment will be chosen to operate at 208 volts, 3-phase (if available at that voltage) b) All equipment will be located in Electrical/Mechanical rooms or closets with no public access o The new service entrance switchgear will be located on the first floor in an electrical room. The service size is to be 1200 amps. The main distribution panel shall have a digital meter, TVSS, and be rated for 100kAIC. A dedicated service transformer shall provide power via an underground feed. A CT meter and cabinet shall be installed per utility company requirements. The CT cabinet shall be cold -sequenced — include a disconnect ahead of the meter. o There shall be 7 branch panels located throughout the building for: general power/lighting (2 -first floor, 2 -second floor), 1 x gym power and 2 x general HVAC/plumbing systems power distributed throughout the building. o All equipment will be located in Electrical/Mechanical rooms with no public access. o All new panels should have copper bussing, be NEMA -1 and be manufactured by GE, Siemens, Square "D" or Eaton. All circuits shall be clearly identified at panelboards with typed circuit schedules. All other electrical equipment shall be labeled with white engraved with black lettering laminated nameplates. • Metering o The following categories shall be separated out in metering data: • Total electrical energy (building) • HVAC systems • Interior lighting • Exterior lighting • Receptacle circuits • P.V. System • E.V. Chargers o CTs/meters shall be installed adjacent to the serving panel. The electrical contractor is to route feeders (per categories below) through CTs and provideAnstall CTs (CTs to be provided by contractor sized for the panel amperage / feeds) in a new junction box mounted below the panel or disconnect. o Modbus wiring is to be provided and installed between meters. Final terminations are to be made by the contractor. Modbus wiring shall be installed in 3/4" EMT Conduit. Modbus wiring shall be twisted -pair shielded, 600v rated Belden cable (or per manufacturer). Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 o Each meter Is to be powered from the panel associated with the feed - use 20a 1 -pole feed. o Include power, data software and programming of the system (to be located in the main electric room). o Up to 10% of the load for each of the categories (b) through (e) shall be allowed to be from other electrical loads. o A software interface shall be provided and installed and set up to monitor the stand alone metering units (mounted in an enclosure). o The software shall aggregate loads to meet ASHRAE 90.1 8.4.3, and also store the required data needed for 36 months making it a stand-alone Item with html for interface or local computer connection. The system shall also be Interfaced over ethernet with Modbus IP or the customer's Lan. It shall offer web pages for town interface (remote access). • Lighting and Lighting Controls o Lighting Systems: Generally, lighting performance and criteria shall be based upon energy conservation, visual comfort, controlled brightness and functional use of the given space. c New LED lighting systems shall be utilized throughout this facility unless noted otherwise. Indirect lighting will be used except in the corridors and other spaces where direct lighting is more conducive to the space application. Light fixtures will include (but not be limited to): troffers (direct and Indirect), recessed can lights, wall sconces, linear pendants, task lighting, low -wall LED lights. o The gym areas shall have high -bay fixtures with protective wire cages. o Emergency and exit lighting shall be provided in all corridors and areas considered as means of egress. Generally, selected emergency battery pack fixtures will be used for ease of maintenance and aesthetics in accordance with NFPA 70. o Site and landscape lighting shall be included and be controlled by the site lighting control panel + photocell. o Exit lights shall be LED type with battery back-up. o Lighting intensities shall be based upon Illuminating Engineering Society o All vacancy sensors and switches shall be ultrasonic type. Ceiling mounted sensors with manual wall toggle switch over -ride shall be installed in all areas over 600 square feet. Wali mounted switch -type sensors shall be installed in offices, storage, meeting rooms and vestibules. Manual switches (with no corresponding occupancy sensor) are to be installed in Electrical and Mechanical rooms only. o A simple, programmable lighting control panel with low voltage switches shall be incorporated into the design to control the site/exterior lighting (8 -zones). Another 8 -zone lighting controller shall be provided for the gymnasium lighting controls. • General Power and Grounding o Wiring systems shall be in accordance with the National Electrical Code. All wiring shall be in an approved raceway. All wiring and raceway shall be concealed except in mechanical/electrical rooms. Minimum wire size shall be Reading Center for Active Living (ReCAL) bhra project #max.00 Reading, MA January 9, 2025 #12. Wiring shall be color coded per the National Electric Code. All wiring and other electrical work shall be done in a neat workmanlike manner and the Contractor shall keep their portion of work clean and orderly. Conductors unless noted otherwise shall be rated at 600 volts, based upon an ambient temperature of 86 degrees Fahrenheit and generally as follows: a) Material: Copper only. b) Type: Single or Multi -Conductor THHN. c) Branch circuits shall have dedicated neutral and ground conductors. o Commercial grade wiring shall be used with the type of wire/racaway to match the application. MC cable is acceptable for interior branch circuits (20 amps) only. o All interior devices shall be commercial grade and rated for 20 amps. o All new devices on exposed walls shall be fed via EMT (exposed) or Wiremold. o All equipment requiring power shall be powered from the panel designated for the circuit. Work shall coordinate with that of other trades to minimize conflicts and eliminate interferences. Equipment installed outdoors shall be Nema-3R rated and devices shall be equipped with weather-proof covers listed for exterior use. All electrically powered equipment shall be equipped with local disconnects (provided by the Electrical Contractor). o Devices shall be located as follows: • Offices: 4 power outlets; 2 tele/data outlets • Toilets: 1 GFCI outlet • Corridors: 1 outlet every 30' • Program rooms: 8 outlets; 6 tele/data outlets • Multi-purpose rooms: 12 outlets including four floor boxes; 8 tele/data outlets • Fitness rooms: include ou0ets for equipment based on the layout • Kitchen(ettes) and breakrooms to have outlets as required • Toilets: 1 GFCI outlet plus hand dryer power • Utility rooms: 2 outlets per wall, 1 tele/data outlet. • Other areas are to have outlets as needed such as Server room, Tele/Data room, etc. • Gymnasium: 18 outlets each plus power/controls for scoreboards; Three tele/data outlets. • Include service outlets for all mechanical equipment. o Grounding shall be per Article 250 of the National Electrical Code 2023 and shall include the electrical systems ground, equipment grounding and all auxiliary systems grounding such that all systems and components maintain low potential differences. o All devices including lighting, fire alar and outlets located in the gymnasium areas shall be protected with wire / plastic guards. Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 o Power shall be provided for the elevator (account for a 30hp motor) and all ancillary equipment (controls, sump pump In pit, machine room misc. power, cab lights, etc.). o A two-way communications system shall be provided and installed in all elevator lobbies with the main panel located in the main entry area. o Power, wiring and conduit shall be provided for sound systems (as designed by the low voltage consultant). The sound system shall be programmed to shut-off during fire alar. o Power shall be provided for other items such as roll -up doors, motorized goals and motorized curtains. • Fire Alar o The fire alar system shall be an addressable, electrically supervised, intelligent, annunciated fire alarm and detection system located in conditioned space adjacent to the telecommunications hub. Devices (notification and initiating) shall be located per 780 CMR and NFPA 72. Carbon monoxide detectors shall be installed on each Floor and be wired to the fire alar control panel (each detector shall be individually homemn). o The system shall be voice -evacuation if the total occupancy is > 1000. o Devices (notification and initiating) shall be located per 780 CMR and NFPA 72. Carbon monoxide detectors shall be installed on each floor and be wired to the fire alar control panel (each detector shall be individually homerun). o Pull stations shall be located at all exits and within 5' or each corridor entry. Include a remote annunciator at the main entrance. o Fire alar connections shall be made to fire protection system flow/tamper switches and HVAC duct smoke detectors for units supplying more than 2,000 CFM. o Electrified connections to door access control systems shall be provided at access doors. Doors shall open upon general alar. Sound systems shall interface with the fire alarm system to shut-off upon alarm o Include power and FA connections for the kitchen CO system provided by the plumbing contractor as well as connections to the ANSUL system. o Sequence of Operation: When a fire alar condition is detected and reported by one of the systems initiating devices, the following functions will immediately occur: • Cause system notification appliances to operate. • Cause elevator to go into "Recall" mode of operation • Indicate device in alar at control pane LCD display. • Indicate device in alar on remote annunciator LCD display • Initiate off-site alar notification system. o A bi-directional amplifier system shall be provided and installed per CMR 780 requirements in a 2 -hour rated closet. 2 -hour rated pathways shall be provided to accommodate risers and cabling. Reading Center for Active Living (ReCAL) bh+a project tlxxxx.00 Reading, MA January 9, 2025 • Electrical Power for HVAC and Plumbing Systems o The design shall be flexible allowing for the various HVAC/plumbing/fire protection design (described in the HVAC/plumbing narrative). Provide power to all components described in the relevant portions of the narratives. • Auxiliary (Low Voltage) Systems o Datarfelephone/CATV System: A system of terminal backboards, cabinets, outlets, conduits, etc. shall be provided with: • Backboards & Cabinets installed by the Contractor • Conduits to accessible calling space, Cable tray/J-hooks, Outlets & Device Plates installed by Contractor. • Equipment and wiring system furnished & installed by the contractor per the Tel -data drawings. • Other systems to be included per relevant low -voltage drawings: security system and sound systems. • Located in a designated IT room with (2) 3' conduits to the street. • Other Systems o Separate line -Rem pricing: The design shall include provisions for a solar array including (8) 2' conduits to four separate roof locations (2 conduits each), disconnects on the exterior and breakers in the main distribution panel. Wiring and other downstream components shall be future work. o Separate line -item pricing: Car charging stations (20% of spaces) shall be included and wired from separate distribution panel that is separately metered and located in the parking area. Include data drops at each station (separate conduit run). A separate, exterior 600 amp service and panel shall be provided for this. o Provide a simple alert -call system for all toilets. The system shall comprise of pull -cords and dome lights (outside each toilet room) and alert the personnel at the reception desk if there is a call for help. END OF ELECTRICAL NARRATIVE Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 Reading Center for Active Living - FP Schematic Design Narrative System Description: o Provide a complete sprinkler system for the entire building. System will be designed in accordance with NFPA 13 and the Massachusetts building code. • The system will be wet type with one (1) wet system alar check valve and backflow preventer (e.g. double check valve assembly) located at the fire protection water service entrance. • The system will have a single riser and be zoned by Floor, with floor control valves at each level. • A fire department connection shall be located outside the building. o The building will have a new fire protection water service (4' or 6•) to the designated mechanical room. o Flow test data was not available at the time of preparation of this narrative. However, the static pressure in the street is between 83-88 PSIG measured at three hydrants on Haverhill St and Symonds Way. It is not anticipated that a fire pump will be required. o A standpipe system is not required per the Massachusetts building code. Design Criteria: o The system will be designed for Light Hazard Occupancy, except for the kitchen, mechanical, and storage spaces, which will be Ordinary Hazard Group 1. o Sprinkler coverage under the track (in the Gymnasium) will be required. o The attic spaces are assumed to be within the heated envelope and a wet system will be required in the attic. o Covered outdoor spaces will require dry sidewall heads. Materials: o Sprinkler piping • Greater than 2" pipe diameter: • Schedule 10 black steel pipe with grooved fittings • Less than or equal to Y pipe diameter: • Schedule 40 black steel pipe with threaded fittings. • CVPC, where permitted in accordance with the listing. o Sprinkler heads • All sprinkler heads will be quick response type. • Sprinkler heads will be concealed pendent type in finished areas. • Dry sidewall heads will be required to protect outdoor spaces with overhangs over 4' wide. • Sprinkler heads will be exposed, upright type with protective cages in the Gymnasium. • The attic system may require back to back or hip heads per the geometry of the protected space. • Concealed combustible sprinkler shall be provided in all areas where required per NFPA 13. END OF FIRE PROTECTION NARRATIVE Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 9, 2025 adino Center for Active LIvIn_q — Plumbing Schematic Design Narrativ • The building will be served by a new water service. o The water service will have a water meter, with backflow preventer if required by the water department. • Domestic Water Heating o Kitchen and Toilet Rooms near kitchen - Domestic water heating will be by a XX gallon, heat pump water heater with electric backup. The water heater will be located in the janitor closet between the toilet rooms. o Other toilet rooms and misc. sinks (V'& 2n° floor) — Domestic water heat Ing will be by a XX gallon, heat pump water heater with electric backup. The water heater will be located in the mechanical room. o Each of the two water heaters will have a hot water recirculation system. • Plumbing Fixtures o All toilets will be high efficiency, with dual -flush flush valves. o All faucets will be high efficiency, 0.5 GPM electronically actuated sensor type. • Elevator Pit Pump o The elevator pit will have an effluent "oil minder' pump capable of pumping 50. The pump discharge will connect to the sanitary waste system. • Kitchen o Drainage for the 3 -bay sink, scullery sinks, floor sinks, and floor drains will be routed through an indoor grease interceptor. o If required by the Sewer Department, a separate kitchen waste line to an exterior grease trap will be provided. • Materials o All above ground storm and sanitary drainage piping 2" and larger shall be no - hub cast iron with rubber gaskets and mechanical couplings. 1 ''A" and smaller piping shall be DWV type copper. o Sub -slab storm or sanitary drainage piping shall be service weight cast iron, bell and spigot, rubber gasket joints, coated on exterior. o All water piping shall be insulated type L copper tubing; all insulation shall be 112 - inch -thick, fibrous glass, sectional pipe insulation with a white flame retardant vapor barrier jacket covering all pipe insulation. • Service Sizes o Domestic Water — X" o Sanitary — X" o Storm (if applicable) — 8" o Gas Main — 3" END OF PLUMBING NARRATIVE Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 15, 2025 RECAL OUTLINE SPECIFICATIONS DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS By the Town of Reading SPECIFICATIONS DIVISION 01 - GENERAL REQUIREMENTS Section 011100 Summary of Work All electdc building Conservation Order of Conditions apply Section 011400 Work Restrictions Section 011401 Electronic Release Form Section 012300 Altemates Sections 085413/085310 Fiberglass windows in lieu of uPVC. Section 012400 Schedule of Values Section 013100 Project Management and Coordination Section 013119 Project Meetings Section 013200 Construction Progress Documentation Section 013300 Submittal Procedures Section 013301 Substitution Request Form Section 014000 Quality Requirements Section 014330 Mockups Exterior stand alone as detailed Section 014523 Structural Tests and Special Inspections Section 014525 Air Sealing Requirements Whole building blower door testing Section 015000 Temporary Facilities and Controls Section 017329 Cutting and Patching Section 017400 Construction Waste Management Section 017700 Closeout Procedures Section 017839 Project Record Documents Section 018100 Sustainable Design Requirements TBD Section 019100 Commissioning (by Cx) Section 018100 Building Exterior Envelope Commissioning (by Envelope Consultant) DIVISION 02 - EXISTING CONDITIONS Section 023000 Subsurface Investigation Geotech report Included in Appendix Section 024100 Demolition Protection of existing trees to remain. DIVISION 03 - CONCRETE Section 033000 Cast -In -Place Concrete First floor structural slab due to poor soil conditions Under slab vapor barrier and water stops Section 034500 Architectural Precast Concrete (pan of 040001 FSB) Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110 - 1 Reading Center for Active Living (ReCAL) bh+a project #xxxx.00 Reading, MA January 15, 2025 Section 034900 Glass Fiber Reinforced Concrete Section 051230 Prefabricated wall panels and comites Section 035412 Gypsum Cement Undedayment • High compressive strength type over wood framed floors with acoustical mat DIVISION 04 - MASONRY Section 040001 • Masonry Work Section 042000 Unit Masonry (part of 040001 FSB) • CMU and metal stud back up • Decorative ground face CMU (BOD Jandris) • Graffiti protection coating, and thermally -broken masonry ties DIVISION 05 - METALS Section 050001' Miscellaneous and Ornamental Iron Section 051200 Structural Steel Framing Section 051230 Structural Thermal Breaks Section 054000 Cold -Farmed Metal Framing Section 055000 Metal Fabrications (part of 050001 FSB) Typical miscellaneous metals Section 056100 Metal Stairs and Railings (part of 050001 FSB) • Painted steel concrete pan stairs Exterior and interior pipe railings Section 055300 Metal Grating (part of 050001 FSB) For elevator pit sump Section 057300 Decorative Metal Railings (part of 050001 FSB) • Painted steel and custom wrought Iron decorative panels DIVISION 06 - WOOD. PLASTICS AND COMPOSITES Section 061000 Rough Carpentry Structure[ rough carpentry assemblies Section 061000 Miscellaneous Rough Carpentry • Wood blocking, hurting and grounds • Backing panels for electric and control panels Roof blocking, cants and curbs Section 061600 Sheathing • OSB sheathing Plywood sheathing where required Section 062010 Exterior Finish Carpentry • Exterior standing and running trim Exterior wood decking Section 064020 Interior Architectural Woodwork • Interior standing and running trim • Custam plastic laminate casework Quartz agglomerate solid -surfacing countertops Section 064200 Paneling Wood wall paneling, shop finished. Section 066400 Plastic Paneling • FRP wall paneling and trim at commercial kitchen, janitor closets, etc. DIVISION 07 - THERMAL AND MOISTURE PROTECTION Section 070001 • Waterproofing, Dampproofing and Caulking ' Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110-2 Reading Center for Active Living (ReCAL) Reading, MA bh+a project #xxxx.00 January 15, 2025 Section 070002 • Roofing and Flashing Section 071100 Bituminous Dampproofing (part of 070001 FSB) Typical foundation wall application Section 071610 Crystalline Waterproofing (part of 070001 FSB) Elevator pit Section 072100 Thermal Insulation Rigid insulation for foundation walls and under -slab Rigid mineral board continuous cavity insulation Batt insulation between studs Continuous interior vapor barrier Section 072616 Below -Grade Vapor Retarders Section 072700 Air Barriers (part of 070001 FSB) Section 073113 Asphalt Shingles (part of 070002 FSB) BOD Certalnteed with 30 year warranty Ice and water shield type undedayment • Ridge and soffit vents Architecture[ with snow guards Section 074215 Insulated Metal Wall Panels • Part of Pre -Engineered building at Gym. • Concealed fastener system Aluminum with 2 coat PVDF finish Section 074610 Fiber -Cement Siding Rainscreen, Basis of Design: Hardie Panels Section 075210. SBS -Modified Bituminous Membrane Roofing (part of 070002 FSB) Cover board, tapered insulation, adhered vapor retarder Section 075400 Thermoplastic Membrane Roofing (part of 070002 FSB) White TPO, coverboard, tapered insulation, adhered vapor retarder Section 076200 Sheet Metal Flashing and Trim (part of 070002 FSB) Aluminum with 2 coat PVDF finish Section 077100 Roof Specialties Gutters and downspouts Section 077600 Roof Pavers Ips wood tiles on pedestals Section 077700 Wall Cladding Support System Section 078100 Applied Fireproofing Section 078410 Penetration Firestopping Section 078440 Fire -Resistive Joint Systems Section 079200 Joint Sealants (part of 070001 FSB) Section 079500 Expansion Control DIVISION 08 - OPENINGS Section 080001' Metal Windows Section 080002 • Glass and Glazing Section 081110 Hollow Metal Doors and Frames Section 081210 Interior Aluminum Frames • BOD: RACOlnteriors Clear anodized finish Section 081400 Wood Doors • Solid core Interior transparent prefinished white oak Section 081430 Stile and Rail Wood Doors • Interior transparent prefinished white oak Glazed panels Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110-3 Reading Center for Active Living (ReCAL) bh+a project #xtux.00 Reading, MA January 15, 2025 Section 083110 Access Doors and Frames Section 083310 Overhead Coiling Doors • Interior motorized coiling munter doors Section 083480 Smoke Containment Curtain Section 092110 At elevator lobby — Provide separate cost if required by Code. Section 084110 Aluminum -Framed Entrances and Storefronts • Interior and thermally -broken exterior with medium stile entrance doors 2 coat PVDF finish Section 084410 Glazed Aluminum Curtain Walls • Thermally -broken • 2 cost PVDF finish Sectim 084229 Automatic Entrances (by Dow Hardware Consultant) Section 093000 Swing doors Section 064331 Wood Storefronts Section 085310 UPVC Windows (Base Design) • Basis of Design: Intus Section 096110 All fixed Section 085413 Fiberglass Windows (ARernate) • Basis of Design: Marvin Section 096510 All fixed Section 087100 Dow Hardware (by Door Hardware Consultant) Section 088000 Glazing (part of 080002 FSB) • High performance dual Its insulating glass units • Spandrel glass • Fire -rated glass Mirrors and films Section 089000 Louvers and Vents • Stormproof with insect screens • Aluminum with 2 mat PVDF finish DIVISION 09 - FINISHES Section 090002 • Tile Section 090003 • Acoustical Tile Section 090005' Resilient Flows Section 090007' Painting Section 092110 Gypsum Board Assemblies • Wood framing • Curved walls Gypsum exterior soffits Acoustic Insulation and sealants Section 092120 Gypsum Board Shaft -Wall Assemblies • Elevator shaft Stair shaft Section 093000 Tiling (part of 090002 FSB) Flow and well tile, thin set Section 095100 Acoustical Ceilings (part of 090003 FSB) Mineral fiber panels Section 096110 Vapor Mitigation at Slab At resilient flooring and carpet flowing Section 096460 Wood Athletic Flooring Section 096510 Resilient Flooring and Accessories (part of 090005 FSB) Luxury vinyl plank, rubber stair tread and risers, and wall base Section 096560 Resilient Athletic Flooring (pert of 090005 FSB) Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110-4 Reading Center for Active Living (ReCAL) bh.a project #xxxx.00 Reading, MA January 15, 2025 Visual Display Surfaces Running track Section 096800 Carpeting Section 097200 Wall Coverings Section 098430 Sound -Absorbing Panels Exterior letters on standoffs Wood type at Multi -Purpose Room Section 099000 Painting and Coating (part of 090007 FSB) • Exterior, interior and specialty coatings DIVISION 10 - SPECIALTIES Section 101100 Visual Display Surfaces Section 101400 Signage • Code required interior panel • Interior way finding Exterior letters on standoffs Section 102110 Toilet Compartments • Ceiling hung Solid phenolic partitions, doors and urinal screens Section 102610 Comer Guards Stainless steel with 3 12 inch returns Section 102800 Toilet Accessones Stainless steel Section 104100 Emergency Access and Information Cabinets Section 104313 Automatic External Defibrillator (AED) Cabinets Section 104400 Fire Protection Specielfies Section 105115 Plastic Laminate Lockers • Plastic laminate lockers and benches on pedestals DIVISION 11 -EQUIPMENT Section 111136 Vehicle Charging Stations Section 113100 Appliances At kitchen and kitchenettes Section 115210 Projection Screens • Electric operated Multi -Purpose Room Section 116620 Athletic Equipment • Folding backstops Volleyball and pickleball standards • Mobdasd divider curtains Wall pads Section 118129 Facility Fall Protection DIVISION 12 - FURNISHINGS Section 122400 Shades • Manual and electric operated 3% open Double roll with electric operated blackout roll at Multi -Purpose Room Section 124810 Entrance Floor Mats Recessed mounted aluminum gris with carpet Inserts Section 129310 Bicycle Racks • Exterior bike racks ' Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110-5 Reading Center for Active Living (ReCAL) bh+a project #x .00 Reading, MA January 15, 2025 DIVISION 13 -SPECIAL CONSTRUCTION Section 133419 Metal Building Systems • Option Gym enclosure including framing, siding and roof DIVISION 14 - CONVEYING EQUIPMENT Section 140001 ' Elevators Section 142100 Electric Traction Elevators (part of 140001 FSB) • Stainless steel doors and frames, 3,500 lb.; 150 fpm Section 210000 • Fire Protection DIVISION 22 - PLUMBING Section 220000' Plumbing DIVISION 23 - HEATING VENTILATING AND AIR CONDITIONING Section 230000' Heating, Ventilating and Air -Conditioning DIVISION 26 - ELECTRICAL Section 260000' Electrical DIVISION 31 - EARTHWORK Section 311000 Site Clearing Section 312000 Earth Moving Section 312319 Dewatering Section 312500 Erosion and Sedimentation Controls Section 315000 Excavation Support and Protection Section 321216 Asphalt Paving Section 321313 Concrete Paving Section 323300 She Furnishings Section 329200 Turf and Grasses Section 329300 Plants 717F9FP.kkIIsi iI�fIII�� Section 330000 Site Utilities APPENDICES Geotechnical Report Others to be determined END OF TABLE OF CONTENTS Filed Sub -Bid Required OUTLINE SPECIFICATIONS 000110-6 Reading Center for Active Living (ReCAL) bh*a project #3513.00 Reading, MA January 2, 2025 Pape 6 of 10 STRUCTURAL OUTLINE SPECIFICATIONS: Cast -in -Place Concrete (033000) • All concrete shall be normal weight, 4,000 psi at 28 days, except exterior (exposed) concrete (paving) which shall be normal weight, 5,000 psi. • Portland Cement: ASTM C150, Type I or II. • All concrete shall be proportioned with 3/4" maximum aggregate, ASTM C 33, except 3/8' maximum aggregate shall be used at toppings less than 2* thick (e.g., metal pan stairs). • Fly Ash: ASTM C618, Class F. Ground Granulated Blast-Fumace Slag -ASTM C 989 - Grade 100 or 120. • Fly ash, slag, and/or ground glass po=olan shall be used as a partial replacement for Portland Cement in all concrete mixes for the building and site. The Global Waring Potential (GWP) for concrete mix designs (the total project) shall be a minimum of 15% lower than industry benchmark concrete mixes for the region as defined by the National Ready Mixed Concrete Association's (NRMCA) report titled 'A Cradle -lo -Gate Life Cycle Assessment of Ready -Mixed Concrete Manufactured by NRMCA Members - Version 3.2". The report provides benchmark Life Cycle Assessment (LCA) data, including GWP values, for nine ready mixed concrete products in eight regions. The fallowing lists the two ready mixed concrete products (28-0ay compressive strength) and their associated GWP benchmark values (per cubic yard) for the eastern region: 1, fc= 4,000 psi (regular weight) GWP=240.00 kg CO2e 2. fc=5,000 psi GWP=289.00 kg CO2e • The maximum watedoement ratios for the ACI Concrete Exposure Classes are listed below. 1. Exposure Class F1 (Footings and Foundation Walls): Maximum w/an Ratio= 0.55 2. Exposure Class F2 (Exterior, Exposed Walls): Maximum w/cm Ratio = 0.45 3. Exposure Class F3 (Site Paving): Maximum w/cn Radio = 0.40 • Cementitious Materials: Limit percentage, by weight of cementitious materials other then Portland cement in concrete for concrete assigned to Exposure Class F3 as follows: 1. Fly ash or other po=olans: 25 percent by mass. 2. Slag cement: 50 percent by mass. 3. Silica fume: 10 percent by mass. 4. Total of fly ash or natural po=olans and silica fume: 35 percent by mass. S. Total of fly ash or pozzolans, slag cement, and silica fume: 50 percent by mass. • All reinforcing shall be ASTM A615 deformed bars, Grade 60. • All welded wire fabric shall confor to ASTM A1064. • Reinforcing bars, steel wire, welded wire fabric, and miscellaneous steel accessories shall contain a minimum of 98% (combined) post4ndustriallpostconsumer recycled content (the percentage of recycled content Is based on the weight of the component materials). Cemficatim of recycled content shall be in accordance with Submittal Requirements. Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 Page 7 Pf 10 • Concrete products manufactured within 500 miles (by air) of the project site shall be documented in accordance with Submittal Requirements. • Cure all concrete by moisture retention methods, approved by Architect; curing compounds shall not be used. Relydorced Concrete Masonry IElevator ShaRl • Masonry construction shall conform to TMS 402 "Building Code Requirements and Specifications for Masonry Structures", latest edition. • Masonry strength, fm shall not be less than 1500 psi. • Requirements for load bearing block strength shall be as required for specified masonry strength (fm) but shall not be less than 2000 psi on the net area of the block. • Grout shall conform to ASTM C476, Type Fine, and shall be of strength required for specified masonry strength (fm) but not less than 3000 psi. • Elevator shaft walls shall be 100% solid grouted (all cores); low lift grouting. • Mortar for reinforced masonry shall conform to ASTM C270 Type S and shall be of strength required for specified masonry strength (fm) but not less than 1800 psi. • Reinforcing bars shall conform to ASTM A 615 Grade 60 deformed bars. Lap all continuous bars 48 diameters and provide bar positioners. Assume No. 5 bars at 7-8" o.c. vertically and horizontal band beams with 2 — No. 5 at each level. • Joint reinforcing shall be 9 gauge ladder type conforming to ASTM A 82. Provide prefabricated corners and tees. Walls shall be reinforced horizontally with joint reinforcing at 16 inches on centers unless otherwise noted. • Reinforcing bars, steel wire and miscellaneous accessories shall contain a minimum of 98% (combined) post-industriallpost-consumer recycled content (the percentage of recycled content is based on the weight of the component materials). Certification of recycled content shall be in accordance with Submittal Requirements. • Masonry products manufactured within 500 miles (by air) of the project site shall be documented in accordance with Submittal Requirements. Roush Carpentry (Section 061000 (including Enaineared Joists and Wood Trusseell • Roof trusses shall be prefabricated, metal plate can nected wood trusses as defined by the Truss Plate Institute, or as approved by the Architect. • Truss metal connector plates shall be toothed plates of 20 gauge minimum sheet steel (or thicker, as required by design), galvanized to conform to ASTM A 446 Grade A, Class G60. • All lumber used for trusses shall be identified with a grade mark of the appropriate grading authority as determined by the NDS "National Design Specification for Wood Construction." Reading Center for Active Living (ReCAL) bh" project #3513.00 Reading, MA January 2, 2025 Pagc 8 of 10 • Moisture content of all truss lumber shall not exceed fifteen percent (15%). • Power -Driven Fasteners and Nails shall conform to ASTM F1667. • Wood Screws: ASME B18.6.1. • Lag Screws: ASME 818.2.1. • Steel bolts conforming to ASTM A307, Grade A; with ASTM A563 hex nuts and, where required or indicated, flat washers • Typical fasteners into preservative pressure treated lumber shall be stainless steel Type 316 unless otherwise noted. • All beam, joist, truss, and post metal connectors, hangars, ties, anchors, etc. shall be made from hot -dip, galvanized steel sheet conforming to ASTM A653, G60 coating designation, as manufactured by the Simpson Strong -Tie Company or approved equal. Nails used for the installation of metal connectors, hangers, ties, anchors, etc. shall be supplied by the manufacturer. All joists flush framed into supporting beams shall have joist hangers. • Engineered Wood Products: Laminated -Veneer Lumber beams (LVL), Parallel Strand Lumber beams and pasts (PSL), Laminated Strand Lumber headers (LSL), and W oists (TJI): Weyerhauser or approved equal. • Dimension Lumber Framing: Interior shear walls (studs, blocking, sills, plates, etc.), Exterior walls (sistered studs, blocking, etc.), and Joists, rafters, and other framing not listed above: No. 1/No. 2 or better Spruce -Pine -Fir. Provide dry lumber with 19 percent maximum moisture content at time of dressing for &inch nominal thickness or less, unless otherwise indicated. • Plywood Sheathing: Either DOC PS 1 or DOC PS 2, unless otherwise indicated. Plywood roof sheathing shall be 5/8" nominal thickness, with "H" clips. • Wall studs shall be blocked at all plywood edges and at a maximum of 4'-0" on center. Stmcturat Steel 10512001 • Structural steel shapes shall conform to ASTM A992, Fy = 60 ksi. • Steel tubes (HSS) shall conform to ASTM A500, Grade C, Fy=50 ksi. • Structural steel plates and bars shall conform to ASTM A572, Fy = 50 ksi. • Steel members shall contain a minimum of 93% (combined) post-jndustriallpost- consumer recycled content (the percentage of recycled content is based on the weight of the component materials). Certification of recycled content shall be in accordance with the Submittal Requirements. • Steel manufactured within 500 miles (by air) of the project site shall be documented in accordance with the Submittal Requirements. Reading Center for Active Living (ReCAL) bh+a project #3513.00 Reading, MA January 2, 2025 r•s• 9d to • Anchor Bob: Anchor bolts at column base plates shall conform to ASTM F1554 — Grade 36 and shall be headed type. Provide a minimum of four (4),'/•" diameter anchor bolts at all columns; additional bolts and/or larger diameter will be required at bracing locations. • Bolted connections shall be ASTM A325, Type N (bearing) bolts • Shop and field welding shall be AWS DM E70XX electrodes. • Surface treatment for typical (unexposed) structural steel: SSPC Surface Preparation No. 3 (Power Tool Cleaning). • Surface treatment for structural steel Floor and roof members in the Gymnasium shall be SSPC Surface Preparation No. 6. All exposed steel shall receive one coat of shop primer that is compatible with the finish paint. 3" Deck f IMI) • Typical steel floor deck shall be 2' deep, 18 Gauge, composite type, conforming to ASTM A653, Grade 50, galvanized in accordance with ASTM A653, coaflng class G-60. • Cellular, acoustic steel roof deck (Gymnasium) shall be 3" deep, 18/20 Gauge, Type NCAS, conforming to ASTM A653, Grade 33, galvanized in accordance with ASTM A 653, coating class G-60. • All steel floor deck and roof deck accessories (pour stops, finish strips, closures, etc.) shall be the same finish as the deck; 18 gauge minimum. • Steel deck shall contain a minimum of 60% (combined) post-Industrial/post-consumer recycled content (the percentage of recycled content is based on the weight of the component materials). Certificetion of recycled content shall be in accordance with the Submittal Requirements. • Steel deck manufactured within 500 miles (by air) of the project site shall be documented In accordance with the Submittal Requirements. • Provide 14 gauge sump pans at roof drains. Ductile Iron Piles (3162161 • The design of the Ductile Iron Piles (DIPS) shall be provided by the Contractor, and shall meet the requirements of the Massachusetts State Building Code (780 CMR -10" Ed.). • The minimum allowable design capacity for all DTPs shall be 30 tons. • All DIPS shall terminate in weathered rock as required to achieve the minimum design capacity. Refer to the Geotechnical Data Summary Report for subsurface information. • Install at least one (1) non -production test DIP for the static load test to demonstrate acceptable performance. In accordance with the requirements of the Massachusetts State Building Code, perform a compression pile load test to a test load of at least two (2) times the minimum design capacity. Reading Center for Active Living (ReCAL) i project #3513.00 Reading, MA January 2, 2025 Page io of ig • Ductile iron pipe shall exhibit a yield stress of 45 ksi or greater and a modulus of elasticity of 24,000 ksi. • Grout for DTPs shall a mixture of Portland Cement (Type 1111) and potable water, with a minimum 3,000 psi compression strength at 28 days. Reinforcing bars shall be ASTM A615, Grade 60 steel. END OF SCHEMATIC DESIGN STRUCTURAL NARRATIVE