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31C-076 11 FORD CROSSING BP-2020-0252 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31 C-076 CITY OF NORTHAMPTON Lot: -1 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: New Single Family House BUILDING PERMIT Permit# BP-2020-0252 Project# JS-2020-000436 Est. Cost: $313185.00 Fee: $1270.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 106505 Lot Size(sq. ft.): Owner: WRIGHT BUILDERS Zoning: Applicant: WRIGHT BUILDERS AT. 11 FORD CROSSING Applicant Address: Phone: Insurance: 48 Bates St (413) 586-8287 (116) Liability NORTHAMPTON MAO 1060 ISSUED ON.9/12/2019 0:00:00 TO PERFORM THE FOLLOWING WORK:NEW SINGLE FAMILY HOUSE POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 9/12/2019 0:00:00 $1270.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner File#BP-2020-0252 k—' 1 � bowT APPLICANT/CONTACT PERSON WRIGHT BUILDERS / KA cw F--wArJ ADDRESS/PHONE 48 Bates St NORTHAMPTON (413)586-8287(116) AV lemT PROPERTY LOCATION 11 FORD CROSSING MAP 31C PARCEL 076 1 ZONETee- THISSECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid TvneofConstruction:_NEW SINGLE FAMILY HOUSE New Construction Non Structural interior renovations Addition to Existing Accessory Structure Buildinp-Plans Included: Owner/Statement or License 106505 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFPRMATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all Zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances aie granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. HEULIVLU Department use only Cit of Nurthal Iptull Status of Permit: Building Department Curb Cut/Driveway Permit 212 M in $06et> 8 2019 Sewer/Septic Availability Ro m 100 Water/Well Availability North mpt Two Sets of Structural Plans phone 413-5 7-1 A:6*"*- � RNs Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT,ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office Map Lot O 17&-Unit Zone Overlay District ✓�� Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: r. "ey / ari%a Name t�int)/�- Curi4 7ailjng Address:-���� Telephoners t77 �g Sign ture 2.2 Authorized Agent: C't to)"I"F4 Aij 0 AV) Name(Print) Current Mailing Address: Yg ture Telephone SECTION 3 -ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building 1;-7 /1 , , (a)Building Permit Fee 2. Electrical 0 (b)Estimated Total Cost of 1 Construction from 6 3. Plumbing �(1 /t p _ Building Permit Fee {[ ,7o 4. Mechanical(HVAC) P / t � 5. Fire Protection 6. Total=0 +2+3+4+5) Check Number This Section For Official Use Only Building Permit Number: Date Issued: Signature: Building Commissioner/Inspector of Buildings Date EMAIL ADDRESS (REQUIRED; EITHER HOMEOWNER OR CONTRACTOR) A4JP-- CLAN Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be fil m by Building Departi t Lot Size 1101, Frontage Setbacks Front Side L: R: L: Rear Building Height Bldg. Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parkingaces F' . volume&Location) A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO ® DON'T KNOW © YES )a ( � M IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO O DON'T KNOW o YES IF YES: enter Book 3 3 0 Page I and/or Document# B. Does the site contain a brook, body of water or wetlands? NO W DON'T KNOW O YES O IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained © Obtained ® , Date Issued: C. Do any signs exist on the property? YES © NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES ® NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,a avation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES © NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House Addition ❑ Replacement Windows Alteration(s) Roofing Or Doors ❑ Accessory Bldg. ❑ Demolition ❑ New Signs [p] Decks [Q Siding [p] Other[pJ Brief Description of Proposed Work: Alteration of existing bedroom Yes_ No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement es No Plans Attached Roll -Sheet 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family Two Family Other b. Number of rooms in each family unit:_ Number of Bathrooms c. Is there a garage attached? d. Proposed Square footage of new construction. F �',t s Dimensions x/61 ��` e. Number of stories? r f. Method of heating? rJ1'4Vt4S f S i tVi/Jif�)J* Fireplaces or Woodstoves —' Number oflreach g. Energy Conservation Compliance. Lies Masscheck Energy Compliance form attached? /� h. Type of construction Q i. Is construction within 100 ft.of wetlands? Yes IV No. Is construction within 100 yr. floodplain Yes X,No j. Depth of basement or cellar floor below finished grade , 6 k. Will building conform to the Building and Zoning regulations? Yes No . I. Septic Tank City Sewer. Private well City water Supply C SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, (,y'Q hT IQ a��le►r/s as Owner of the subject property-/ n hereby authorize to act on my behalf, in all nfatters relative t work authorized by this building permit application. "'-� S2 /' I I Signaftre of Owner Date as Owner/Authorized Arc eft hereby declare that the statements and infor ation on the foregoing application are true and accurate,to the best of my' knowledge and belief. Signed under the pains and penalties of perjury. 117 Prinf Nam *X-V& wwcv� 5e. 1� 11q ignature of caner/Agent Date SECTION 8 -CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: f l� Not Applicable ❑ rel -,'' /6 ( s7 S Name of License Holder: W/ �1�/1�� W/ N/'(J1� License Number 4 s 6i � 19 Address Expiration Date Si natu Teleptfone 9.Registered Home Im rovement Contractor: Not Applicable ❑ Com Name Registratin Number 4lS0,tas f Address c Expiration Date Telephone SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... X No...... ❑ City of Northampton Massachusetts G DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street •Municipal Building Northampton, MA 01060 �ns _ Debris Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111, S 150A. The debris from construction work being performed at: (Please print house number and street name) Is to be disposed of at: (Please print name and location of facility) Or will be disposed of in a dumpster onsite rented or leased from: UN''C'P-t'ef' . Mfc (Company Name and Address) X/6, 1 Sign u of Permit Applicant or Owner Date If, for any reason, the debris will not be disposed of as indicated, the Applicant or Owner shall notify the Building Department as to the location where the debris will be disposed. City of Northampton t•>y Massachusetts -`X .� .�.A. J DEPARTMENT OF BUILDING INSPECTIONS �+ 212 Main Street • Municipal Building yJ L Y Northampton, MA 01060 Fee Calculator for Residential Properties Location b S bio f Square Footage Amount Basement @ .20 16-1 H (11 3 q• ao 1 ST Floor @ .50 1(o y (, 8 a 3 2nd Floor @ .50 '/z Floors, Finish Attic, Garage @ .20 480 X10 Deck / Porches @ .20 D.5 "a Total : $-0;a- as Planning - Decision City of Northampton illilllfflllllllllillllllf111111 . Hearing No.: PLN-2020-0002 Date: July 1, 2019 IiIilllll(IIfIIiNIilfflillNlNl IIIIIIIBI 2019 00013032 I APPLICATION TYPE: SUBV SSION DATE: Bk: 13330Pg: 197 Page: 1 of 2 PB Major Site Plan 71112019 Recorded: 07/23/2019 12:35 PM Applicant's Name: Owner's Name: NAME: NAME: WRIGHT BUILDERS HOSPITAL DEVELOPMENT LLC ADDRESS ADDRESS: 48 Bates St C/O MASSDEVELOPMENT LLC 160 Federal Street TOWN: STATE ZIP COCF: TOWN: 9 ATF: ZIP CODE. NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO.. FAX NO.: PHONE NO.: FAX NO- 413 586.8287 116 (41q)_587-9276 EMAILADDRESS: EMIL ADDRESS: LGAUDREAU@WRIGHT-BUILDERS.COM Site Information: Surveyor's Name: S REET NO.: SITE ZONING: COMPANY NAME: FORD CROSSING pv TONIN: ACTION TAKEN: ADDRFSS: NORTHAMPTON MA 01060 Approved With Conditions NIAP: BLOCK: to MAP DATE: SECTION OF BYLAW 31C 076 Chpt.350- 11:Site Plan Approval TOWN: STATE: ZIP CODE: Book: Page: PHONE NO.: FAX NO.: LMA;L ADDRESS: NATURE OF PROPOSED WORK. 5 single family lots on map/parcel#31C-76 thru 80. HARDSHIP: CONDITION OF APPROVAL: 1) Prior to issuance of a building permit, and at least 15 days prior to request for building permit the CONDITION#1- applicant shall submit revised plans showing: 7/16/19 BDG -The proposed crosswalk across Ford Crossing designed with imprinted thermoplastic to match existing crosswalks at Village Hill. submitted the •Revised Dry well details. revised plans to the •Revised Concrete Walk Detail to clarify that concrete thickness is 4"for typical City. Followed up •Sidewalk and 6"at driveways. with a 2nd revision -A Tree Protection Detail. •A Granite Curb Detail. on 8/2/19 •An Imprinted Thermoplastic Crosswalk Detail typical to Village Hill. •Location of the 9 planned trees. 2). The 8"sewer stub in the sewer manhole shall be plugged with brick and mortar. 3).All existing granite curb removed for salvage and not reused for the project shall be returned to DPW. FINDINGS: The Planning Board approved the major site plan for the construction of 5 new lots at the former Northampton State Hospital based upon the following plans and information submitted with the application. 1)Meadow Run Site Plan Submission, by The Berkshire Design Group,Inc. Dated May 28,2019 Sheets L101 to L 601, Sheets A3,A4,A5. 2) Village Hill Meadow Run Stormwater Report. The Planning Board granted the permit with conditions upon determining that the criteria in 350-11.6 had been met. A. The requested use protects adjoining premises against seriously detrimental uses. Surface water drainage, has been addressed. This use was originally planned as part of the overall redevelopment of the former Northampton State Hospital. B. The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets. Shared access via 1-way alley driveway for all five lots will separate vehicles from the pedestrian flow on Ford Crossing. The project traffic impacts have been addressed in the overall approval of the master plan approved by the Planning Board in 2003. C- The site will function harmoniously in relation to other structures and open spaces to the natural landscape,existing buildings and other community assets in the area as it relates to landscaping, drainage,sight lines, building orientation,massing, egress, and setbacks. Rear and/or side wall facades within 50 feet of a completed or planned section of a cycle track or bike path shall have features that invite pedestrian access from that side of the building;and D. The requested use will not overload,and will mitigate adverse impacts on, the City's resources,including the effect on the City's water supply and distribution system,sanitary and storm sewage collection and treatment systems, fire protection,streets and schools. The GeoTMSO 2019 Des Lauriers Municipal Solutions, Inc. Planning - Decision City of Northampton Hearing No.: PLN-2020-0002 Date: July 1, 2019 construction materials and methods for water lines,sanitary sewers, storm sewers, fire protection,sidewalks,private roads, and other infrastructure shall be those set forth in the Northampton Subdivision Regulations E. The requested use meets any special regulations set forth in this chapter,including compliance with the Planned Village Design Guidelines adopted with the overall approval of the master plan for the redevelopment of the former State Hospital. F. Compliance with the following technical performance standards: (1) Curb cuts onto streets have been minimized though use of a shared driveway (2)Pedestrian, bicycle and vehicular traffic movement on site has been separated through the use of separate shared driveway. The existing sidewalks on Ford Crossing will be maintained. (3)The sidewalk crossing sections of the new driveway will be 6"deep to accommodate vehicular crossings (4) The sidewalk cross slope of 1:50 shall be maintained across the entire driveway. (5)As a major project, this site has a separate stormwater permit that has been issued addressing the site's stormwater runoff. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 6/6/2019 612012019 711112019 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 611312019 91412019 612712019 7/11/2019 712112019 FIRST ADVERTISING DATE: HEARING DATE VOTING DATE: DECISION DATE. 611312019 612712019 6/27/2019 71112019 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 6/20/2019 8:30 PM 9/25/2019 912512019 MEMBERS PRESENT: VOTE: Terry Culhane votes to Grant George Kohout votes to Grant Christa Grenat votes to Grant !i JUL - "I 2019 Janna White votes to Grant r Samuel Taylor votes to Grant i Euripedes DeOliveira votes to Grant CITY C!_E7'{3 OFFICE Theresa(Tess)Poe votes to Grant Alan Verson votes to Need More Information ":OT CN�'A F BY: SECONDED BY: VOTE COUNT: DECISIUN: Euripedes DeOliveira Janna White 7-0 Approved with Conditions MINUTES OF MEETING: Available on the City's website at www.northamptonma.gov 1, Carolyn Misch, as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on the date shown above. I certify that a copy of this decision has bVen mailed to the Owner and Applicant. CA A�V)A A--Y U C Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt.40.4, Section 17 as amended within twenty(20)days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. July 23,2019 1 I,Pamela L.Powers,City Clerk of the City of Northampton, hereby certify that the above Decision of the Northampton Planning Board was filed in the Office of the City Clerk on July 1,2019 that twenty days haye elapsed since such filing and that no appeal has been filed In this matter. Attest: City Clerk,City of Northampton 44 9 GeoTMS©2019 Des Lauriers Municipal Solutions,Inc. 6" Iy.."r'r: �j ��h"iy y�-�tL�' ,� X- MARY OLBERDTIII J ___--__-------- Official Receipt for Recording in: Hampshire County Registry of Deeds 60 Railroad Ave. Northampton, Massachusetts 01060 Issued To: WRIGHT BUILDERS INC 48 BATES STREET 413-586-8287 NORTHAMPTON MA Recording Fees -------------------------------------------- Document ------------------------------------ -------Document Recording Description Number Book/Page Amount i w-------------------------------------------- DECIS 00013032 13330 197 $75.00 HOSPITAL DEVELOPMENT LLC $75.00 Collected Amounts ---------------------------------: Payment Type Amount «--------------------------------------------- I Check 57350 $75.00 $15.00 I I Total Received $75.00 Less Total Recordings: $75.00 Change Due $.00 Thank You MARY OLBERDING - Register of Deeds By: Shari M Receipt# Date Time 0346319 07/23/2019 12:35p 9 MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 413-587-1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 11 FORD CROSSING Inquiry Made By: WRIGHT BUILDERS 586-8287 (Name) (Telephone Number) Date of Inquiry: 8/22/2019 Fire Line Irrigation Domestic X Number of Units: 1 Type of Units: Type of Ownership: Single Family X Private X Apartments Condo Multi-Family Rental Commercial (Applicant to fill out the above) Municipal Water Main in Front of Location: Yes x No Existing service to site? Yes No x Size of Water Main: 8 Material: Ductile Iron Age: 2013 Approximate Static Street Pressure: 80psi Flow Test Conducted: Yes No x (If flow test conducted attach results) Size of Service Connection: 1" Suggested Meter Size: 5/8 Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320'. Private water service. - A corresponding water enterance fee shall be paid prior to making any connection to the municipal water system. -Arrangem7, or ins lation shall be made with the Northampton Water Department within a min' of ON ot� do . -All work shm to ater Department specifications. o? 7, / (Water Superintendent) (Date) *Water Entry x ($1,250) Domestic *Meter $ 450 *Radio Read $150 ($2,500) Subdivision (fee to be determined) (Includes fire line if required) cc: City of Northampton Building Dept./Commissioner NOTE:If this availablidy is for a new construction,it must be hand delivered to the Building Inspector *Fees will be charged based on current fee structure at the time of entry application a� MUNICIPAL SEWER AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 413-587-1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 11 FORD CROSSING Date of Inquiry: 08/22/19 Inquirer with contact info: WRIGHT BUILDERS Reason for Request: NEW CONSTRUCTION Municipal Sewer Main in Front of Location: Yes No 1 Size of Sewer Main: r Material: rvc Age: 2-0 13 Depth of Sewer Main: LQ Length of Sewer Main: S t Size of Service Connection: +t Type of Service Connection: Domestic Tie In: ($1,250) Subdivision Tie In : ($2,500) Tie-in to Private Sanitary: y$ - N/A Tie-in to Existing Sanitary Service: $ - N/A Comments: City Requires 6" cleanout installed at City Property Line Note:If this availability is for new construction,this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notificaiton. All work shall conform to Northampton Streets Department specifications. AA_- Date: Sewer Dept. Foreman *Sewer Entry$ *Fees will be charged based on current fee structure at the time of entry application y 1 �J CENTER FOR U EcoTechnology we make green make sense- PRELIMINARY ENERGY ANALYSIS Meadow Run Project, Village Hill, Northampton MA Bungalow: 3472 ft2, 29512 ft3 lip- j Conditioned Floor Area and Volume Craftsman: 3428 ftz, 29548 ft3 Farmhouse: 3420 ft2, 29640 ft3 Building Type Single family detached Bedrooms 4 in Bungalow, 5 in Craftsman and Farmhouse Assumptions for Preliminary Home Energy Rating CET has completed a Preliminary Home Energy Rating based on the construction plans you have provided. Any energy features not listed below are assumed to meet the prescriptive requirements of the IECC 2015. Building Envelope Specifications Used in Analysis Foundation Walls R-21 Superior Wall Xi+ with R-21 fiberglass batts in cavities Grade I Basement Slab 4" Formula-R (R-21.6) underneath 5.5" closed cellspray R-33 at edge Rim & Band Joists 3" closed cellspray foam R-18 Double stud wall —two 2x4 stud walls with 3"space between Exterior Walls Filled with densepack cellulose (R-35) Walls capped at top plate and insulation enclosed by interior air barrier (drywall and/or vapor retarder Bottom of Bay Window in Craftsman 2x10 joists packed with cellulose R-32 Walls to Garage Same as exterior walls Windows Triple glazed, Argon gas filled, U-value = 0.20, SHGC = 0.20 Glass Doors Triple glazed, Argon gas filled, U-value = 0.20, SHGC = 0.20 Exterior Doors R-5 / U-0.20 Flat Ceilings 1" closed cell spray foam flash coat, including framing and perimeter + 15" loose-blown cellulose R-60 total), sealed eave baffles Attic Hatches 8" XPS foam board (R-40), fully gasketed, framed edge dam to height of surrounding insulation Blower Door Test 1.5 ACH50 or better Thermal Enclosure Checklist Meet all Checklist Requirements as verified by a HERS rater at pre- drywall and final inspection Plumbing & Mechanical Systems Specifications Used in Analysis Heating & Cooling Equipment: Single head ductless mini-split system Living/Kitchen/DiningLiving/Kitchen/Dining 13.3 HSPF, 25 SEER Heating & Cooling Equipment: Bedrooms Multi head ductless mini-split system 10.4 HSPF, 16 SEER Thermostats Programmable Water Heating Equipment 2.33 EF heat pump water heater, 80 gallons Domestic Hot Water Pipes Maximum of 37 feet horizontal distance from water heater to farthest fixture Energy Recovery Ventilator, 40 watts Whole House Ventilation 70% Sensible Recovery Efficiency, 50% Total Recovery Efficiency Continuous ventilation: 96 CFM in Farmhouse and Craftsman, 88 CFM in Bungalow i PRELIMINARY ENERGY ANALYSIS Lighting & Appliances Specifications Used in Analysis Lighting 100% LED, including interior, exterior, and garage Refrigerator 550 kWh/year or less Dishwasher ENERGY STAR certified Clothes Washer ENERGY STAR certified Clothes Dryer ENERGY STAR certified Preliminary Home Energy Rating Results Based on the assumptions described above, we have calculated the following Preliminary Home Energy Rating results. Plan HERS Index Estimated Mass Save Estimated Annual Electricity Rebate Usage Bungalow 37 $4644 11,140 kWh/year Craftsman 37 $5058 12,010 kWh/year Farmhouse 38 $5017 12,168 kWh/year Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to changes in building plans, energy features installed in the home, RESNET standards, software changes, and other factors. Preliminary Rater:Mark Newey Date:4/3/18 Job#: 19-03197 Page 2 of 2-The Center for EcoTechnology-Tel (413)586-7350 ext.242-Fax(413)586-7351 -greenhome(d),cetonline.org The Commonwealth of Massachusetts Department of Industrial Accidents 1 Congress Street, Suite 100 Boston,MA 02114-2017 ut www mass.gov/dia Workers' Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information / p,, `— Please Print Leeibly Narne (Busin_ess/OOrrgaanizationn/Individual): W / I !1"f��� j(�('(/ , ' Address: 1 � PAS- �r City/State/Zip: N 0(a 6 b Phone#: Are you an employer?Check the appropriate box: Type of project(required): 1.[J I am a employer with employees(full and/or part-time).* 7. New construction 2.❑I am a sole proprietor or partnership and have no employees working for me in 8. E]Remodeling any capacity.[No workers'comp.insurance required.] 9. El Demolition 3.M I am a homeowner doing all work myself[No workers'comp.insurance required.]t 10 [:]Building addition 4.[—]1 am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole 11.❑Electrical repairs or additions proprietors with no employees. 12.❑Plumbing repairs Or additions S I am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.E:]Roof repairs JJJJJJ`"```'��- These sub-contractors have employees and have workers'comp.insurance.tp 6.E]We are a corporation and its officers have exercised their right of exemption per MGL c. 14.0 Other 152,§1(4),and we have no employees.[No workers'comp.insurance required.] IL *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. ( p A Insurance Company Name: '• + 1"�l`/T'� Q� Policy#or Self-ins.Lic.#:_ IV � a v �' D 0 a �'fa0I" Expiration Date: Job Site Address: l f`� t> ` to—el s 5I (" City/State/Zip: Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date).Qt O(:�b Failure to secure coverage as required under MGL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under pains and pen ies of perj that the information provided above ' true and correct Signature: Date: �� Phone#: �� Li I ;— �Q,,�� Official use only. Do not write in this area,to be completed by city or town officiaL City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: .4co CERTIFICATE OF LIABILITY INSURANCE FDATE(MM`DD/YYYY) 03/11/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Jenna Duval,CISR Elite Webber&Grinnell PHONE (413)586-0111 FAX (413)586-6481 (AIC, IC No Ext: A/C,No 8 North King Street E-MAIL duval webberand rinnell.com ADDRESS: @ g INSURER(S)AFFORDING COVERAGE NAIC# Northampton MA 01060 INSURERA: Arbella Protection 41360 INSURED INSURER B: MA Employers/A.I.M. Wright Builders,Inc. INSURER C: INSURER D: 48 Bates Street INSURER E: Northampton MA 01060 INSURER F: COVERAGES CERTIFICATE NUMBER: Master 2020 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES,LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR AUDLISUBRPOLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER MM/DD/YYYY MM/DD LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE �OCCUR DAMAGE TO NTE 100,000 PREMISES Ea occurrence $ MED EXP(Any one person) $ 5,000 A 8500068268 03/01/2019 03/01/2020 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER; GENERAL AGGREGATE $ 2,000,000 X POLICY F-1JELOC PRODUCTS-COMP/OPAGG $ 2.000,000 OTHER: Employee Benefits $ 2,000,000 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,000 Ea accident ANY AUTO BODILY INJURY(Per person) $ A OWNED SCHEDULED 1020070845 03/01/2019 03/01/2020 BODILY INJURY(Per accident) $ AUTOS ONLY Ix AUTOS X HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident PIP-Basic $ 8,000 X UMBRELLA LIARX OCCUR EACH OCCURRENCE $ 5,000,000 A EXCESS LIAB CLAIMS-MADE 4600068266 03/01/2019 03/01/2020 AGGREGATE $ 5,000,000 DED I X1 RETENTION$ 10,000 $ WORKERS COMPENSATION PER YOTH- AND EMPLOYERS'LIABILITY X STATUTE ER B ANY PROPRIETOR/PARTNER/EXECUTIVE � N/A MCC20020005342018A 03/01/2019 03/01/2020 E.L.EACH ACCIDENT $ 500,000 OFFICER/MEMBER EXCLUDED? 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ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD Commonwealth of Massachusetts ® Division of Professional Licensure Board of Building Regulations and Standards Construction Supervisor CS-106505 UPires: 11/01/2019 ANN MONICA LEDWELL' 231 WEST HAWLEY ROAD CHARLEMONT MA 01339 Vbr Commissioner V" 4` Construction Supervisor Unrestricted-t3uildings of any use group which contain less than 35,000 cubic feet(991 cubic meters)of enclosed space Failure to possess a current edition of the Massach State Building Code usetts is cause for revocation of this license. r For into is about this license Call(617)727-3200 or visit www.nlass.gov/dpl L 0 Office ofConsumer Affairs 2nd Business Regulation 1000 Washington Street - Suite 710 us Boston, M etts 02118 Home Improv actor Registration Type: Capeaujon zf rr Regisftafiw: 101536 WRIGHT BULDERS, INC. Expiradon: 06/2512020 48 BATES S T NORTHAMPTON, MA 01060 a L1 Address and Ratum Card. SCA I O 2CM-OW17 Officia af Coasurner Affairs&Business Regulation HOME jMpR0VX—MENT CONTRACTOR Registra-don valid fearindEviduai usse only TY; raficn before the expiration elkip— If found return to: iraficn Office of ConswnerAffairs and Business Regulation 06125/2020 1000 Wasshinglmn,*eet-Suite 710 WRIGHT BLUJI Boston,MA 02 JONATHAN A.. �-Wl 48 BATES STRE NORTHAMPTON,MA ovalid without signature 060 Undersecretary UFP Belchertown,LLC Job ID: 19040952BF eFA-M Status: Design Passed [IFP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton. MA UFP Berlin,LLC Label: D132-2 UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page. 1 of 5 UFP New York,LLC Member: 2 - 1.75" x 9.5" 2.0E PWLVL Date:07/24/2019 13:04:23 1 2 3 4 ld 1/4" 8'3" 1/2" 8' 10 1/2" 19 1/2" 8'3" 16114" 28'0" Graphical Illustration- Not To Scale Loading (psf j Quick Design Summary: Quick Deflection Summary: Roof Live Load-40 Building Code-IRC2015 Live Load Deflection 0-01<c4 4-10-03 Li360 Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-02%c 4-09-03 I..!7<tD Floor Live Load-40 Critical Moment(Pos) Passed-55°6 Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-20 Critical Shear Passed-54% Unbraced Length(Top/Bottom)-1-10-06/26-03-08 Reactions: Maximum Analysis Reactions SuDDOrt aS EL51i Dead Floor Live Roof Live Snow 1 0-00 10-04 739.00 lb 1870.00/-466.00 Ito 2 9-01-04 9-06-12 2106.00 lb 4786.00/-358.00 lb - - 3 18-05-04 18-10-12 2080.00 lb 4674.00/-236.00 lb - 4 27-01-12 28-00-00 800.00 lb 1716.00/-405.00lb - - Forces: Maximum Load Magnitudes J4= Start EIId Dead Floor Live Roof Live Snow Self Weight 0-00 28-00-00 9.00 Ib/ft - Uniform 3-00-00 9-00-00 209.00 lb/ft 458.00lb/ft Uniform 11-00-00 19-00-00 197.00 lb/ft 426.00lb/ft Uniform 19-00-00 27-00-00 116.00 lb/ft 256.00lb/ft Point 2-00-00 2-00-00 478.00 lb 1168.00/-133.00 lb Point 4-00-00 4-00-00 - -111.00 lb - - Point 6-00-00 6-00-00 - -111.00 lb - - Point 8-00-00 8-00-00 - -111.00 lb Point 10-00-00 10-00-00 404.00 lb 864.00/-111.00 lb Point 20-00-00 20-00-00 178.00 lb 376.00/-107.00 Ito Point 21-08-14 21-08-14 185.00 Ib 406.00/-111.00 lb Point 24-00-00 24-00-00 179.00 lb 385.00/-112.00 lb Point 25-06-11 25-06-11 171.00 lb 301.001lb Point 27-00-00 27-00-00 135.00 lb 158.00 lb - - Expanded Design Results: Design Control Result LQE Load Combination Critical Moment(Pos) 5950.00 to ft @ 9-04-00 10917.05 Ib It Passed-55% 1.00 D+L Critical Moment(Neg) 0.00 lb ft 0.00 Ib ft Critical Moment(Neg) 0.00 Ib ft 0.00 Ib ft OF 41 Critical Shear 3399.41 Ib @ 8-03-12 6317.50 Ib Passed-54% 1.00 Live Load Deflection 0-01 @ 4-10-03 L/360 Passed-1-/999 - L�• Total Load Deflection 0-02 @ 4-09-03 L/240 Passed-L/814 - +L U Design Notes: JUAN J. �\ `Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. 0 ES_U RA L S Rkl U -Transfer reactions may differ from design results as allowed per building codes and standard load distribution p IS 2 t -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be revi v al' CIS-T ►rrrrl� 07/25/2019 UFP.Belchertown,LLC Job ID: 19040952BF Status: Design Passed UFP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton, MA UFP Berlin,LLC Label: D132-2 UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:2 of 5 UFP New York,LLC Member: 2 - 1.75" x 9.5" 2.0E PWLVL Date:07/24/2019 13:04:23 Errors. Warnings & Notes: *The dead loads used in the design of this member were applied to the structure as sloped dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. pF JUAN I RAtES-UT P STRUCIUL 1 -Transfer reactions may differ from design results as allowed per building codes and standard load distribution pr ces. 4 2 t -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be revie v at CJST P NAi r►►iiirr� 07/25/2019 UFFBelchertown,LLC ,lob ID: 19040952BF Status: Design Passed [IFP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton, MA UFP Berlin,LLC Label: D131-3 UFP Parker,LLC Member Type: Beam ( Level: 1 st Floor Page:3 of 5 UFP New York,LLC Member: 3 - 1.75" x 9.5" 2.0E PWLVL Date:07/24/2019 13:04:23 1 2 3 4 5 1/4" 11' 1" 1/2" 3'0 1/ 1/2" 9191, t 1/2" 9'0 1/2" 1 4 1/4" 36'0" Graphical Illustration- Not To Scale Loading (osfl: Quick Design Summary: Quick Deflection Summary: Roof Live Load-40 Building Code-IRC2015 Live Load Deflection 0-03 @ 5-10-11 L/360 Roof Dead Load-10 Design Methodology-ASD Total Load Deflection 0-05@5-11-01 U240 Floor Live Load-40 Critical Moment(Pos) Passed-68% Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-20 Critical Shear Passed-76% Unbraced Length(Top/Bottom)-1-08-08134-03-08 Reactions: Maximum Analysis Reactions Super 5= Epd Dead Floor Live Roof LiveSnow 1 0-00 10-04 1695.00 lb 3429.00/-22.00 lb 53,00 lb 2 11-11-04 12-04-12 2617.00 lb 8921.001-1021.00 lb -1699.00 lb 3 15-05-04 15-10-12 3823.00 lb 5018.001-3402.00 lb 3832.00 lb 4 25-07-12 26-01-04 6525.00 lb 7507.00 lb 3218.00 lb 5 35-01.12 36-00-00 1422.00 lb 2465.001-333.00 lb -404.00 lb - Forces: Maximum Load Magnitudes ly" 5= End Dead Floor Live Roof Live Snow Self Weight 0-00 36-00-00 13.00 Ib/fl - - - Point 2-00-00 2-00-00 772.00 lb 1822.00 lb - - Point 4-00-00 4-00-00 697.00 lb 1399.00 lb - - Point 6-00-00 6-00-00 694.00 lb 1388.00 lb Point 8-00-00 8-00-00 694.00 lb 1388.00 lb Point 10-00-00 10-00-00 694.00 lb 1388.00 lb Point 12-00-00 12-00-00 639.00 lb 1171.00 lb Point 14-00-00 14-00-00 366.00 lb 721.00 lb Point 16-00-00 16-00-00 549.00 lb 827.00 lb Point 18-00-00 18-00-00 571.00 lb 1009.00 lb Point 20-00-00 20-00-00 571.00 lb 999.00 lb - Point 21-08-15 21-08-15 4467.00 lb 1361.00 lb 5000.00 lb Point 24-00-00 24-00-00 694.00 lb 1388.00 lb - - Point 26-00-00 26-00-00 694.00 lb 1388.00 lb Point 28-00-00 28-00-00 695.00 lb 1392.00 lb - - Point 30-00-00 30-00-00 615.00 lb 1218.00 lb Point 32-00-00 32-00-00 785.00 lb 1218.00 lb Point 34-00-00 34-00-00 743.00 lb 958.00 lb ,,��'�„�, Point 35-00-00 35-00-00 464.00 lb 349.00 lb - - �,) 44 Expanded Design Results: Desian Control Result LQE •c '\v Critical Moment(Pos) 16725.11 Ib ft @ 21-08-04 24582.60 Ib ft Passed-68% 1.15 0.t 5(L+Lr) ��L Critical Moment(Neg) 0.00 lb ft 0.00 lb ft JQAN I kALES-UTP STAUCTUL -Transfer reactions may differ from design results as allowed per building codes and standard load distribution p as, -This report is based on modeled conditions inout by the user.Actual field conditions may differ from those shown. These results should be rev i v a' SStiNAtE� i1 07/25/2019 UFP Belchertown,LLC Job ID: 19040952BF Status: Design Passed 1JFP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton, MA UFP Berlin,LLC Label: DB1-3 UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:4 of 5 UFP New York,LLC Member: 3 - 1.75" x 9.5" 2.0E PWLVL Date:07/24/2019 13:04:23 Critical Moment(Neg) 0.001b ft 0.00 Ib ft Critical Shear 8276.26 Ib @ 24-10-04 10897.69 Ib Passed-76% 1 15 D+0.75(L+Lr) Live Load Deflection 0-03 @ 5-10-11 L/360 Passed-L/624 - L Total Load Deflection 0-05 @ 5-11-01 L/240 Passed-L/406 - D+L Design Notes: *Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. Errors. Warnings & Notes: *The dead loads used in the design of this member were applied to the structure as sloped dead loads. The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. "Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. 160 b? JUAN J. FtALES-UTP RA u'1 � I $ -Transfer reactions may differ from design results as allowed per building codes and standard load distribution pr— TRUCTU�tt`ces. t -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be revie v al' C!S? 07/25/2019 UFP Belchertown,LLC Job ID: 19040952B Status: Design Passed UFP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton, MA UFP Berlin,LLC Label: 131-2 UFP Parker,LLC Member Type: Beam I Level: 2nd Floor Page:1 of 3 UFP New York,LLC Member: 2 - 1.75"x 11.875" 2.0E PWLVL Date:07/24/2019 13:25:47 V Y 1 2 3-2- 16'0" TO" 22'2" Graphical Illustration- Not To Scale Loading(nsf): Quick Design Summary: Quick Deflection Summary: Roof Live Load-35 Building Code-IRC2015 Live Load Deflection 0-03@11-01-10 L/360 Roof Dead Load-15 Design Methodology-ASD Total Load Deflection 0-06 @ 11-01-11 L/240 Floor Live Load-40 Critical Moment(Pos) Passed-74 Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-15 Critical Shear Passed-65 Unbraced Length(Top/Bottom)-1-10-08/16-00-00 Reactions: Maximum Analysis Reactions Support aliall fx Dead Floor Liv Roof Live Snow 1 0-00 3-02-00 5109.00/-1440,00 lb - 7921.00/-2902.00In ++> 1-08 1-08 -1440.00 Ib - 1124.00/-2860,00 b - ++> 3-00-08 3-00-08 5109.00 lb - 6797.00/42.00Ib - 2 19-02-00 22-02-00 5447.00/-2123.00 lb - 7389.00/-3063.00 lb - __> 19-03-08 19-03-08 5447.00 lb - 7010.00/-5.00 lb - 22-00-08 22-00-08 -2123,00 lb - 379.00/-3058.00 lb - Forces. Maximum Load Magnitudes IXRS SLI End Dead Floor Live Roof Live Snow Self Weight 0-00 22-02-00 11.00 Ib/ft - - - Uniform 0-00 5-02-12 318.00 lb/ft - 480.00 lb/ft - Uniform 9-01-04 21-01-04 315.00 lb/ft - 417.00Ib/ft - Point 2-12 2-12 - - -11.00 lb - Point 2-02-12 2-02-12 - - -11.00 b - Point 4-02-12 4-02-12 - - -11.00 b - Point 6-01-04 6-01-04 580.00 Ito - 780.00/-14.00Ib - Point 8-01-04 8-01-04 673.00 b - 922.00 lb - Point 10-01-04 10-01-04 - - - - Point 12-01-04 12-01-04 - - - - Point 14-01-04 14-01-04 - - - - Point 16-01-04 16-01-04 - - - - Point 18-01-04 18-01-04 - - - - Point 20-01-04 20-01-04 - - - - Point 22-01-04 22-01-04 - - 148.00 Ib - Expanded Design Results: Desian Control Result oa�d ocldlrta I ts-- 4 Critical Moment(Pos) 15041.67 Ib ft @ 19-03-08 20199.97 Ib ft Passed-74% 1.15 `V D. Critical Moment(Neg) 0.00 Ib ft 0.00 Ib ft Critical Moment(Neg) 0.00 Ib ft 0.00 Ib ft Critical Shear 5925.43 lb @ 18-02-02 9081.41 Ib Passed-65% 1.15 /� 4L JUAN J. 1` Live Load Deflection 0-03 @ 11-01-10 L/360 Passed-L/967 - - O- Lr �A tl� GALES-UT 1 1 STEiUC1U� -Transfer reactions may differ from design results as allowed per building codes and standard load distribution pradlces. 4 2 t -This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be revie v at /- GlST ssO) , 11,1/ 07/25/2019 UFP Belchertown,LLC Job ID: 190409528 Status: Design Passed UFP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton. MA UFP Berlin,LLC Label: 131-2 UFP Parker,LLC Member Type: Beam I Level: 2nd Floor Page:2 of 3 UFP New York,LLC Member: 2 - 1.75" x 11.875" 2.0E PWLVL Date:07/24/2019 13:25:47 Total Load Deflection 0-06 @ 11-01-11 Li240 Passed-L/548 - D+Lr Design Notes: * Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. Errors. Warnings & Notes: *CAUTION:The maximum net analysis reaction exceeds the user-defined maximum uplift value at one or more supports. *The dead loads used in the design of this member were applied to the structure as sloped dead loads. *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. C� JUAN J. o S UT RA v' RU TL -Transfer reactions may differ from design results as allowed per building codes and standard load distribution pr IS , This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be revi v ISTEP SS�NAI.Eh 07/25/2019 UFS'Belchertown,LLC Job ID: 19040952B Status: Design Passed UP New Windsor,LLC Elkin-Arts&Crafts Cottage 1 Meadow Run Northampton, MA UFP Berlin,LLC Label: 62-2 UFP Parker,LLC Member Type: Beam I Level: 2nd Floor Page:3 of 3 UFP New York,LLC Member: 2 - 1.75" x 16" 2.0E PWLVL Date:07/24/2019 13:25:47 1 1/2" 14'7 3/4" 1/2" 153 3/4" Graphical Illustration- Not To Scale Loading (12sf): Quick Design Summary: Quick Deflection Summary: Roof Live Load-35 Building Code-IRC2015 Live Load Deflection 0-05 @ 7-05-11 L/360 Roof Dead Load-15 Design Methodology-ASD Total Load Deflection 0-08 @ 7-0508 L/240 Floor Live Load-40 Critical Moment(Pos) Passed-71% Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-15 Critical Shear Passed-67% Unbraced Length(Top/Bottom)-1-10-08/1-10-08 Reactions: Maximum Analysis Reactions Support Start En Dead Floor Live Roof Live Snow 1 0-00 4-08 3774,00 lb - 5067.00/-369,00 lb - 7 15-00-04 15-03-12 2301.00 lb - 3229.00/-239,00 lb - Forces. Maximum Load Magnitudes j.X123 $1313 Ecol D&Sd Floor Live Roof Live Snow Self Weight 0-00 15-03-12 15.00lb/ft - - - Point 1-04-08 1-04-08 1101.00 lb 1460.00/-115.00 lb Point 3-04-08 3-04-08 1217.00 lb 1694.00/-110.00 lb Point 5-04-08 5-04-08 1134.00 lb - 1529.00/-119.00 Ib - Point 7-04-08 7-04-08 1134.00 lb 1527.00/-110.00 lb Point 9-04-08 9-04-08 529.00 lb 915.00/-50.00 lb Point 11-04-08 11-04-08 372.00 lb 598.00/-50.00 lb Point 13-04-08 13-04-08 365.00 lb 573.00/-48.00 lb Expanded Design Results: Desian Control Result LDE Load Combination Critical Moment(Pos) 29889.35 Ib fl @ 7-0408 41884.16 Ib ft Passed-71% 1.15 D+Lr Critical Moment(Neg) 0.00 lb ft 0.00 Ib If Critical Moment(Neg) 0.00 lb ft 0.00 Ib It Critical Shear 8175.47 Ib @ 1-08-08 12236.00 Ib Passed-67% 1.15 D+Lr Live Load Deflection 0-05 @ 7-0511 L/360 Passed-L/618 - Lr Total Load Deflection 0-08 @ 7-0508 L/240 Passed-L/358 D+Lr Design Notes: " Member design assumed proper ply to ply connection. Verify connection between plies with manufacturer. Errors. Warnings & Notes: O,►►u,14,,�f "The dead loads used in the design of this member were applied to the structure as sloped dead loads. - , *The member graphic,dimensions,and locations shown on this report are based on the centerline of the member. *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify report L • \ C JUAN J. 0 RALES-UTP RA tr� ST RUCT U� -Transfer reactions may differ from design results as allowed per building codes and standard load distribution p s. -This report is based on modeled conditions incut by the user.Actual field conditions may differ from those shown. These results should be revig v al' CISTER �SS� N Al 07/2 /2019 DATE08/12/19 PAGE 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19040952BF DELIVERY DATE 09/03/19 CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC ORDERED BY And Clo Ston INVOICE# L UFP Belchertown, C TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Elkin-Arts&Crafts Cottage LOT# 1 SUBDIV: 24 West St MODEL:Meadow Run TAG:FLOOR JOB CATEGORY: en ial n Hatfield, MA 01038 DELIVERY INSTRUCTIONS: (413) 247-8300 Elkin-Arts & Crafts Cottage i SPECIAL INSTRUCTIONS: P 1 Meadow Run 7/30/19 plan set. Northampton, MA 01035 �� BY DATE BUILDING DEPARTMENT OVERHANG INF-%lHEEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE I JPK 08/12/19 Floor Trusses NDCUTI RETURN I LAYOUT 1 1 / / PLUMB NO GABLE STUDS 124 IN.OCI JOBSITE 1 JOBSITE 11 CUTTING jJPK 08/12/19 FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.) 1.00 FLOOR QTY DEPTH BASE O/A END TYP INTBEARING1 CANTILEVER I STUB UNIT TOTAL PROFILE PLY ID SPAN SPAN LEFT RIGHT SIZE LOCATION LEFT RIGHT I LEFT RIGHT PRICE PRICE 01-00-00 4 F01 24-11-00 24-11-00 01-00-00 9 F02 28-01-06 28-01-06 �® 01-00-00 - 3 F03 19-00-08 19-00-08 01-00-00 1 F03A 14-08-04 14-08-04 01-00-02 01-00-00 E� 1 F04 26-03-00 26-03-00 01-00-00 2 2 F05 18-01-06 18-01-06 01-00-00 8 F06 23-07-06 23-07-06 01-00-00 4 F07 29-07-08 29-07-08 01-00-00 1 FOS 03-07-00 03-07-00 01-00-00 F09 1 05-09-10 05-09-10 FLOOR SUB-TOTAL: ITEMS EI ITEM TYPET SIZE LENGTH pgRT NUMBER NOTES UNIT TOTAL 17T-IN-16 PRICE PRICE 3 EWP 221 L 1.75"x 11.25"2.0E PWLVL 36-00-00 DB2-3_ 2 I EWP 221 1 75'x 11.875"2.0E PWLVL I 04-00-00 FB1-2 4 I EWP 221 1.75'x 9 5"2 OE_PWLVL I 28-00-00 1DB1-2 2 I Hanger I MEH418 ITEMS SUB-TOTAL: a�r �s DATE08/12/19 PAGE 2 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19040952BF DELIVERY DATE 09/03/19 CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy Clogston INVOICE# UFP Belchertown, LLC I TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ s S J, R.K. Miles-Hatfield JOB NAME:Elkin-Arts&Crafts Cottage LOT# 1 SUBDIV: OL 24 West St MODEL:Meadow Run TAG:FLOOR JOB CATEGORY: Residential D T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: o (413)247-8300 sElkin-Arts&Crafts Cottage I SPECIAL INSTRUCTIONS: 1 Meadow Run 7/30/19 plan set. T Northampton, MA 01035 BY DATE BUILDING DEPARTMEN OVERHANG INFJ HEEL HEIGHT 01-00-00 1 REQ.LAYOUTS REQ.ENGINEERING QUOTE JPK 08/12/19 Floor Trusses END CUT RETURN LAYOUT 1 / / PLUMB NO I GABLE STUDS 1 24 IN.OCI I I JOBSITE I I JOBSITE 1 1 CUTTING JPK 08/12/19 ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER- TITLE:-- BY: URCHASER: TITLE:BY: ADDRESS: TITLE: I! DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL uo a Is based on current design values at the tim6 of quote(lumber, LWFI, hardware, etc). Should any of these values change prior to completion of this project, UFP Belchertown,LLC reserves the right to adjust the sell price accordingly. QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW/ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included BUT can be provided for an additional charge. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms t Possible wall plate crushing issuesa g m p a,i See individual truss drawings for detal s. m o a g :1, 8 d t illE i al m u s y T a a w Oi df ird t t ftai t00ocoa: tit qt � m t r J N 71014' N �' 4 N m � rn m J y Q (1b f j N C Q a tD O ? N - raa6 _— --_-------.....__- -_ .+ --p _-. aF din components to be In- I is Q S �011a9e HI'I A U LA M DIA M NLY. ase trusses a des goad as individual bu des n sheets for each nwrpora[ed into the building design al the specification of the buildi designer.. See individual and pertnenent bracint cuss design identified on the placement drawing. The building designer is responsible for temporary headers,beam: 1st Floor Framin f the roof and floor system and/or Me overall structure. The design of the truss support structure in��rng Lot-1 Meadow Run Northampton, MA ails,and oi columns Is the responsibility of the building designer. For general guidance regarding bracing,consult e UFP Belchertown, LLCthe responsibility Of the ood trusses'available/rom the Truss Plate InstRute,583 D'Onifio Drive:Madison,WI 53179.It is construction plans. enereI Contractor/Su tractor/Superintendent to verify that the provided truss layout shall match the final intextded 8/1 2 201 9 By: J K oading conditions,and use.If they do not,4 is the responsiblility of the General Contractor/Superintendent to ProvI print/plan rintslplans containing the latest specifications and desgns. Universal Forest Products will not be responsible for P ® A Universal Forest Products Company For Approval anges by others after final approval oIshop drewiN nor will they ba responsible for errors or rnodrfications made on-site D TRUSSES IN ANY WA wring consWction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE*REPAIR'MANUFACTURE SIGNATEID BY UFP. UFP WILL NO SED PROFES 155 Bay Read,PO Box•K/BelrLMoam,sL�.s1BYJ;Photrra13d2YT+_I7/Fa c:4IST35'76d ETHELDTRESPONS BPRIOR I LE FORTTEN UANY 0Dff CAON BONS ORY A NCHAR'A IGE BACKS'DONESIONAL EW THOUT PRIOR WRITTEN 190409528E UTHORIZATION FROM UFP Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F01 Floor 4 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:12 Page:1 ID:aICZW4jrepXL09jBZGU__jwyoeo5-mHtcMpYHieP59OW 11x_?Ji_gDOvBl4lkptOZuwyodLL 2-6-0 1-9-8 198 � 4 1 5x6 3x6 3x6 4x4 3x6 FP 3x6 3x4 3x4 3x6 4x12 5x6 5x6 126 2 3 4 5 6 7 27 8 9 10 11 12 13 14 2815 t0 R R 25 24 23 22 20 19 18 17 16 4x12 5x6 3x6 FP 5x6 4x12 5x6 4x12 3x6 019-12 13-5-8 24-14 2111-0 1 019-12 12-7-12 10-7-12 0 9-12 Scale=1:44.7 Plate Offsets(X,Y): [1:0-0-1,Edge],[6:0-1-8,Edge],[12:0-1-8,Edge], 15:0-2-4,Edge],[18:0-1-8,Edge],[19:0-1-8,Edge],[22:0-1-8,Edge],[23:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.20 23-24 >778 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT) -0.37 23-24 >426 360 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) -0.03 15 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-S Weight:89 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2(flat) 6-0-0 oc bracing:21-22. REACTIONS (lb/size) 1=675/0-5-8,(min.0-1-8),15=708/0-5-8,(min.0-1-8), 21=1856/0-54,(min.0-1-8) Max Grav 1=699(LC 3),15=748(LC 4),21=1856(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-26=-1342/0,2-26=-1340/0,2-3=-1337/0,3-4=-1337/0,4-5=-2161/0,5-6=-2161/0,6-7=-2161/0,7-27=0/1415, 8-27=0/1415,8-9=0/1415,9-10=0/1415,10-11=-2087/0,11-12=-2087/0,12-13=-1428/0,13-14=-1428/0,14-28=-1426/0, 15-28=-1433/0 BOT CHORD 23-24=0/2252,22-23=0/2161,21-22=-144/1037,20-21=0/1209,19-20=0/1209,18-19=0/2087,17-18=0/2087 WEBS 8-21=-413/0,10-21=-2220/0,15-17=0/1553,10-19=0/1159,13-17=-336/0,11-19=-344/0,12-17=-694/0,7-21=-2160/0, 1-24=0/1454,7-22=0/1358,6-22=-425/0,4-24=-968/0,4-23=-358/155 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION,Do not erect truss backwards. 7) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(lb/ft) Vert:16-25=-20,1-2=-100,2-27=-100,14-27=-131,14-15=-132 Job Truss Truss Type City Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F02 Floor 9 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:12 Page:1 ID:FdllXgn1OvXH3MhynByLeryoe4q-mHtcMpYHieP59OW11x ?Ji_n6Ori11ZkptOZuwyodLL 2-6-0 ,n 2-6-0 2-6-0 `i' 1-9-8 2-6-0 2-6-0 3 5x6 3x6 3x6 4x4 3x6 3x6 4x10 3x4 3x6 4x12 5x16 3x6 3x4 3x6 127 2 3 4 5 6 7 8 9 28 29 10 30 11 12 13 14 15 16 1-0 0 17 1-0 m 26 25 24 23 21 20 19 18 4x12 5x6 3x6 Fp 5x6 4x8 5x6 5x16 5x6 5x10 0t-1121' 13-5-8 28-1-6 019-121 12-7-12 14-7-14 #I Scale=1:48.8 Plate Offsets(X,Y): [1:0-0-0,Edge],[6:0-1-8,Edge],[12:0-1-8,Edge],[17:Edge,0-1-8],[19:0-1-8,Edge],[20:0-1-8,Edge],[23:0-1-8,Edge],[24:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.32 18-19 >545 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.48 18-19 >363 360 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.03 17 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:101 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS (Ib/size) 1=635/0-5-8,(min.0-1-8),17=798/0-1-10,(min.0-1-8), 6-0-0 oc bracing:22-23. 22=2228/0-5-4,(min.0-1-8) Max Grav 1=679(LC 3),17=828(LC 4),22=2228(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-AII forces 250(lb)or less except when shown. TOP CHORD 1-27=-1297/0,2-27=-1296/0,2-3=-1293/0,3-4=-1293/0,4-5=-1974/0,5-6=1974/0,6-7=-1974/0,7-8=0/1810,8-9=0/1810, 9-28=0/1810,28-29=0/1810,10-29=0/1810,10-30=-2878/0,11-30=-2878/0,11-12=2878/0,12-13=2878/0, 13-14=-2900/0,14-15=-2900/0 BOT CHORD 24-25=0/2146,23-24=0/1974,22-23=-634/767,21-22=0/1578,20-21=0/1578,19-20=0/2878,18-19=0/3241, 17-18=0/2014 WEBS 8-22=-511/0,10-22=-3125/0,15-17=-2128/0,10-20=0/1562,11-20=-461/0,7-22=-2165/0,1-25=0/1406,7-23=0/1513, 6-23=-464/0,4-25=-901/0,4-24=-505/6,15-18=0/980,13-18=-377/0,13-19=-628/28 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION,Do not erect truss backwards. 9) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)250 Ib down at 14-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 10) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(lb/ft) Vert:117-26=20,11-2=-100,2-28=-100,28-29=-120,29-30=-139,16-30=-100 Concentrated Loads(lb) Vert:28=-9,29=-250(F) Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F03 Floor 3 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:12 Page:1 ID:HVEOIIUzKw4tnO4miSS62NyoeO2-mHtcMpYHieP59OW 11x_?Ji_toOwzl4PkptOZuwyodLL 2-6-0 2-6-0 I I 2-6-0 � 1-9-8 1-6-0 d 3 6 FP 5x6' 3x6 3x6 4x4 5x6 3x4 3x6 4x12 5x6 3x6 122 2 3 4 5 6 7 8 9 10 11 12 1-0- 13 21 20 19 18 1615 14 1253 4x12 5x6 3x6 5x6 5x6 4x10 3x6 FP 3x6 0-1-12 13-5-8 19-0-8�-12 13-5-8 19-0-88 0- -12 12-7-12 5-7-12 12-7-12 5-7-00 Scale=1:35.2 Plate Offsets(X,Y): [1:0-0-0,Edge],[6:0-1-8,Edge],[9:0-1-8,Edge],[11:0-1-8,Edge],[13:Edge,0-1-8],[14:0-1-8,Edge],[18:0-1-8,Edge],[19:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.20 19-20 >790 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.36 19-20 >437 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.01 17 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:69 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 1=723/0-5-8,(min.0-1-8),13=22510-3-8,(min.0-1-8), 17=1263/0-5-4,(min.0-1-8) Max Grav 1=727(LC 3),13=291 (LC 4),17=1263(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-22=-1410/0,2-22=-1405/0,2-3=-1406/0,3-4=-1406/0,4-5=-2437/0,5-6=-2437/0,6-7=-2437/0,7-8=0/696,8-9=0/688, 9-10=-382/144,10-11=-382/144 BOT CHORD 19-20=0/2412,18-19=0/2437,17-18=0/1414,16-17=-144/382,15-16=-144/382,14-15=-144/382,13-14=-144/382 WEBS 8-17=-257/0,7-17=-2035/0,1-20=0/1529,7-18=0/1191,6-18=-363/0,4-20=-1063/0,4-19=-181/339,11-13=-420/159, 9-17=-842/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION,Do not erect truss backwards. 8) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F03A Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:13 Page:1 ID:sAAjmbAHVeVbtFvO3?QdvhyodxH-ETR_Z8ZvTyXynY5DseVErwX_VoGamWBulXl6QMyodLK 2-6-0 o n 6x6 3x6 1.5x3 3x4 1.5x3 1.5x3 4x10 1.5x3 1 16 2 3 4 5 6 7 8 9 1-0-0 CP 1-0-0 b 4 10 15 14 13 12 4x12 4x6 1.5x3 3x4 3x8 13-8-2 0-9-12 13-5-8 T84 0- -12 12-7-12 -0-2 0-2-10 Scale=1:28.7 Plate Offsets(X,Y): [11:0-3-0,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.24 13-14 >657 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.41 13-14 >379 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-S Weight:53 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=772/0-5-8,(min.0-1-8),11=917/0-5-4,(min.0-1-8) Max Grav 1=775(LC 3),11=917(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-1509/0,2-16=-1504/0,2-3=-1504/0,3-4=-1504/0,4-5=-2807/0,5-6=-2807/0,6-7=-2807/0 BOT CHORD 13-14=0/2630,12-13=0/2807,11-12=0/1882 WEBS 8-11=-255/0,7-11=-1983/0,1-14=0/1636,7-12=0/1119,6-12=-312/0,4-14=-1190/0,4-13=-72/510 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION,Do not erect truss backwards. 7) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F04 Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:13 Page:1 ID:FHJcl81FQg3DgzQHulYBsyods9-ETR_Z8ZvTyXynY5DseVErwX1XoGEmXtulXl6QMyodLK 2-6-0 2-6-0 260 198 260 N91 I 3it FP 5x6 3x6 3x6 4x4 3x6 3x6 5x6 3x4 3x6 4x12 4x12 3x6 3x4 127 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2816 q Q cd�o 0 26 25 24 23 21 20 19 18 17 4x12 5x6 3x6 FP 4x10 5x6 4x12 5x6 5x6 OV-121 13-5-8 25-5-4 2�3 0 019-121 12.7-12 11-11-12 019-12j Scale=1:46.7 Plate Offsets(X,Y): [1:0-0-0,Edge],[6:0-1-8,Edge],[12:0-1-8,Edge],[16:0-2-5,Edge],[19:0-1-8,Edge],[20:0-1-8,Edge],[23:0-1-8,Edge],[24:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.20 24-25 >779 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.36 24-25 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.03 16 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:93 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2(flat) 6-0-0 oc bracing:22-23,20-22. REACTIONS (Ib/size) 1=684/0-5-8,(min.0-1-8),16=639/0-5-8,(min.0-1-8), 22=1695/0-5-4,(min.0-1-8) Max Grav 1=709(LC 3),16=673(LC 4),22=1695(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-27=-1365/0,2-27=-1363/0,2-3=-1360/0,3-4=-1360/0,4-5=-2247/0,5-6=-2247/0,6-7=-2247/0,7-8=0/1285,8-9=0/1285, 9-10=0/1285,10-11=-2081/0,11-12=-2081/0,12-13=-2081/0,13-14=-1268/0,14-15=-1268/0,15-28=-1271/0, 16-28=-1273/0 BOT CHORD 24-25=0/2302,23-24=0/2247,22-23=-59/1150,21-22=-174/1119,20-21=-174/1119,19-20=0/2081,18-19=0/1949 WEBS 8-22=-340/0,10-22=-1988/0,16-18=0/1379,10-20=0/1223,11-20=-375/0,13-18=-753/0,7-22=-2128/0,1-25=0/1479, 7-23=0/1332,6-23=-416/0,4-25=-997/0,4-24=-326/188 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION,Do not erect truss backwards. 8) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F05 Floor 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:13 Page:1 ID:JS_E?uf7cQJIzDvRhvOKw6yodea-ETR_Z8ZvTyXynY5DseVErwX5YolsmYfu 1 X16QMyodLK 1-8-14 2-6-0 1-9-8 3x6 FP 3x6 3x6 3x10 5x6 5x6 3x8 3x6 4x4 3x6 1 2 3 4 5 6 7 8 9 10 2011 1-0-0 1-01 4 19 m o 18 17 16 14 13 12 5x8 5x6 3x6 FP 3x6 5x6 4x10 5x6 �12-2-14 17-3-10 111 6�-2-14 17-3-10 111 66 12-2-14 5-0-12 012-2-14 5-0-12 0- -122 Scale=1:34.5 Plate Offsets(X,Y): [4:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[11:0-2-5,Edge],[13:0-1-8,Edge],[17:0-1-8,Edge],[18:0-1-8,Edge],[19:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.14 18-19 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(CT) -0.27 18-19 >534 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:64 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 11=222/0-5-8,(min.0-1-8),15=1192/0-3-8,(min.0-1-8), 19=686/0-1-10,(min.0-1-8) Max Grav 11=285(LC 4),15=1192(LC 1),19=695(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2303/0,3-4=-2303/0,4-5=-2303/0,5-6=-2303/0,6-7=0/594,7-8=0/587,8-9=-405/77,9-10=-405/77,10-20=-406/75, 11-20=-410/74 BOTCHORD 18-19=0/1606,17-18=0/2303,16-17=0/1361,15-16=0/1361,14-15=-77/405,13-14=-77/405 WEBS 6-15=-1870/0,2-19=-1697/0,6-17=0/1070,2-18=0/782,4-17=-265/0,8-15=-815/0,11-13=-83/441 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION,Do not erect truss backwards. 8) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F06 Floor 8 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:13 Page:1 ID:hYuFvY80gclwkLkPSP?UVfyodUv-ETR_Z8ZvTyXynY5DseVErwX_AoCumX8u1Xl6QMyodLK 1-8-14 1-9-8 2-6-0 3x6 FPop o 3x6 3x6 412 3x10 5x6 5x6 3x8 3x6 44 3x6 3x4 1 2 3 4 5 6 7 8 9 10 11 12 2313 JH: 01 4 22 4 d rn 21 20 18 17 16 15 14 5x8 5x6 3x6 FP 5x6 4x10 5x6 4x10 3x6 12-2-14 22-9-10 2L-6 12-2-14 10-6-12�0 Scale=1:42.7 Plate Offsets(X,Y): [4:0-1-8,Edge],[10:0-1-8,Edge], 13:0-2-5,Edge],[16:0-1-8,Edge],[17:0-1-8,Edge],[20:0-1-8,Edge],[21:0-1-8,Edge],[22:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.20 21-22 >736 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.39 21-22 >375 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.03 19 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:84 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS (Ib/size) 13=523/0-5-8,(min.0-1-8),19=1617/0-3-8,(min.0-1-8), 6-0-0 oc bracing:19-20,17-19. 22=620/0-1-10,(min.0-1-8) Max Grav 13=565(LC 4),19=1617(LC 1),22=655(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2025/0,3-4=-2025/0,4-5=-2025/0,5-6=0/1460,6-7=0/1460,7-8=-1539/0,8-9=-1539/0,9-10=-1539/0, 10-11=-1040/0,11-12=-1040/0,12-23=-1043/0,13-23=-1045/0 BOT CHORD 21-22=0/1489,20-21=0/2025,19-20=-244/922,18-19=-329/754,17-18=-329/754,16-17=0/1539,15-16=0/1539 WEBS 6-19=-29310,5-19=-2040/0,2-22=-1573/0,5-20=0/1336,2-21=0/567,4-20=-331/0,7-19=-1843/0,13-15=0/1132, 7-17=011032,10-15=-548/45 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Provide mechanical connection(by others)of truss to bearing plate at joint(s)22. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION,Do not erect truss backwards. 8) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F07 Floor 4 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:13 Page:1 I D:FPEGDODjOeJuCN8 EKIZ2oDyodQx-ETR_Z8ZvTyXynY5DseVErwX_5oFjmYVu 1 Xl6QMyod LK 1-9-8 1 11 0 1-9-8 2 6 0 1-9-0 1-9-8 3x6 FP 3x6 5x6 3x8 3x6 4x4 3x6 3x4 5x6 4x4 3x6 4x10 3x10 5x6 5x6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2916 4 1-0 0 1-0 0 ti o 28 27 26 24 23 22 20 19 18 17 5x6 3x6 5x6 3x6 FP 410 3x6 3x6 4x10 5x6 5x6 410 6-0-0 18-3-0 28-9-12 2 6-0-0 12-3-0 10-6-12 O 9.1 Scale=1:51.7 Plate Offsets(X,Y): [28-1-8,E -g1e]],[3:0-1-8,Edge],[7:0-1-8,Edge],113:0-1-8,Edge],[16:0-2-5,Edge],[19:0-1-8,Edge],[20:0-1-8,Edge],[23:0-1-8,Edge],[24:0-1-8,Edge],[26:0-1-8,Edge], Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.14 24-25 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.26 24-25 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 21 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:105 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-3-8.except 16=0-5-8 (Ib)- Max Grav All reactions 250(lb)or less at joint(s)except 16=563(LC 5), 21=1 588(LC 11),25=1159(LC 3),28=315(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-434/124,3-4=0/688,4-5=01694,5-6=-1701/0,6-7=-1701/0,7-8=-1701/0,8-9=-1701/0,9-10=0/1500,10-11=0/1500, 11-12=-1523/0,12-13=-1523/0,13-14=-1035/0,14-15=-1035/0,15-29=-1037/0,16-29=-1039/0 BOT CHORD 27-28=-124/434,26-27=-124/434,25-26=-124/434,24-25=0/1025,23-24=0/1701,22-23=-332/758,21-22=-332/758, 20-21=-369/728,19-20=0/1523,18-19=0/1523 WEBS 10-21=-289/0,3-25=-91410,2-28=-477/136,9-21=-1922/0,5-25=-1648/0,9-23=0/1170,5-24=0/734,7-23=-286/0, 11-21=-1853/0,16-18=0/1125,11-20=0/1043,13-18=-536/63 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION,Do not erect truss backwards. 8) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F08 Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:13 Page:1 ID:nos2gErbpwElK_dimn4iGNyodXu-ETR_Z8ZvTyXynY5DseVErwX6GoLrmbMulXl6QMyodLK 1-1-0 H44 3x4 1.5x3 1.50 3x4 1 2 3 4 1-0-0 1-0-0 1-0-0 8 5 7 6 4x6 1.50 1.5x3 46 3-7-0 3-7-0 Scale=1:22.4 Plate Offsets(X,Y): [2:0-1-8,Edge],[3:0-1-8,Edge],[5:Edge,0-1-8],[8:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.01 7 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(CT) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:14 lb FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=726/0-3-0,(min.0-1-8),8=726/0-3-0,(min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-684/0 BOT CHORD 7-8=0/684,6-7=0/684,5-6=0/684 WEBS 3-5=-867/0,2-8=-867/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Ib/ft) Vert:5-8=-20,1-4=-400(F=-300) Job I , Truss Truss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 19040952BF F09 Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Aug 12 11:05:14 Page:1 ID:VmaSyjDIVuTMkGJQlszwHZyoeVN-ig?MmUaXEFfpPigQQLOT074COCcIV2R1 GBVgzoyodLJ 1-9-8 °P 1.5x3 3x4 3x4 1.5x3 1 9 2 3 4 1-0-0 1-0-0 1-0-0 8 5 7 6 3x6 1.5x3 1.5x3 3x6 5-9-10 5-9-10 Scale=1:23.5 Plate Offsets(X,Y): [2:0-1-8,Edge],[3:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.05 7-8 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:21 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=410/0-3-8,(min.0-1-8),8=521/0-5-4,(min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-772/0 BOT CHORD 7-8=0/772,6-7=0/772,5-6=0/772 WEBS 3-5=-849/0,2-8=-849/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)250 Ib down at 1-7-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Ib/ft) Vert:5-8=-20,1-4=-100 Concentrated Loads(lb) Vert:9=-250(F) DATE08/12/19 PAGE 1 REQ. QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19040952B DELIVERY DATE 09/26/19 CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC ORDERED BY Andy Clogston INVOICE# L UFP Belchertown, C TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBS ITE PHONE# ( ) - SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Elkin-Arts&Crafts Cottage LOT# 1 SUBDIV: s i 24 West St MODEL:Meadow Run TAG:ROOF JOB CATEGORY: Residential D T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: ° (413) 247-8300 $ Elkin-Arts & Crafts Cottage pSPECIAL INSTRUCTIONS: , 1 Meadow Run 7/30/19 plan ser_ o Northampton, MA 01035 "BY DATE BUILDING DEPARTMENT[OVERHANG INF HEEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE JPK 08/12/19 Roof Trusses END CUTJ RETURN I LAYOUT 1 1 / / PLUMB NO GABLE STUDS 1 24 IN.OCI I I JOBSITE 1 JOBSITE 1 CUTTING I JPK 08/12/19 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS]NCR. ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) INFORMATION 35.0,15.0,0.0,10.0 1.15 PROFILE QTY PITCH TYPE BASE I O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLYI I I ID SPAN I SPAN TOPBOT LEFT RIGHT LEFT RIGHT PRICE PRICE COMMON ® 3 PI 7.00 0.00 I G01 25-06-00 25-06-00 2 X 6 2 X 8 71-1------- G01 --- —G01 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. ® MONOPITCH 8 7.00 0.00 M01 13-08-08 13-08-08 2 X 6 2 X 4 MONOPITCH 1 7.00 0.00 M01 GE 13-08-08 13-08-08 2 X 6 2 X 4 00-10-08 PIGGYBACK 2 7.00 0.00 PB01 09-04-09 09-04-09 2 X 4 2 k4 P601 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. sill\ PIGGYBACK 16 7.00 0.00 P802 09-04-09 1 09-04-09 2 X 4 2 X 4 PB02 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. ® PIGGYBACK 4 7.00 0.00 T01 46-06-00 46-06-00 2 X 6 2 X 6 00-10-08 T01 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. ® PIGGYBACK 4 7.00 0.00 T01 A 1 46-06-00 1 46-06-00 2 X 6 2 X 6 COMMON 1 7.00 0.00 T01 GE 26-06-00 26-06-00 2 X 6 2 X 4 00.10-08 00-10.08 T01GE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. GABLE L 1 1 7.00 0.00 T01 SGE 46-06-00 1 46-06-00 2 X 6 2 X 6 00-10-08 T01SGE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. ® PIGGYBACK 5 7.00 0.00 T02 32-09-04 32-09-04 2 X 6 2 X 6 ® PIGGYBACK 3 7.00 0.00 T03 32-09-04 32-09-04 2 X 6 2 X 6 00-10-08 ® GABLE 1 7.001 0.00 T03GE 32-09-04 1 32-09-04 2 X 612 X 6 00-10-08 DATE 08/12/19 PAGE 2 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19040952B DELIVERY DATE 09/26/19 CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC BY And Clo Ston INVOICE# UFP BelchertOWn, LLC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Elkin-Arts&Crafts Cottage LOT# 1 SUBDIV: ° 24 West St MODEL:Meadow Run TAG:ROOF JOB CATEGORY: Residential T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: ° (413) 247-8300 H Elkin-Arts & Crafts Cottage r SPECIAL INSTRUCTIONS: P 1 Meadow Run 7/30/19 plan set. o Northampton, MA 01035 BY DATE BUILDING DEPARTMENT OVERHANG INF HEEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE JPK 08/12/19 Roof Trusses END CUT; RETURN I -- LAYOUT 1 1 / / PLUMB No I GABLE STUDS 124 IN.OC JOBSITE+11 JOBSITE 1 JOCUTTING jJPK 08/12/19 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 35.0,15.0,0.0,10.0 1.15 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN ToP BOTLEFT RIGHT LEFT RicITI — PRICE PRICE COMMON 7 7.00 0.001 T04 1 22-00-00 22-00-00 2 X 4 2 X 4100-10-08 00-10-08 i T04 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. .rffACOMMON ®1Wl® 1 1 7.00 0.00 T04GE 1 22-00-00 1 22-00-00 2 X 4 2 X 4100-10-08 00-10-08 T04GE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. COMMON 2 1 7.00 0.00 T05 25-06-00 25-06-00 2 X 4 2 X 4 00-10-08 00-10-08 T05 NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. �( COMMON �(�Lll� 1 7.00 0.00 T05GE 25-06-00 25-06-00 2X 4 2 X 4 00-110-08 00-10-08 T05GE NOTES: Engineering Notes: Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. VALLEY 1 7.00 0.00 Vol 21-08-11 21-08-11 2 X 4 2 X 4 /tom VALLEY �L® 1 7.00 0.00 V02 17-08-11 17-08-11 2 X 4 2 X 4 VALLEY 1 7.00 0.00 V03 13-08-11 13-08-11 2 X 4 2 X 4 VALLEY 1 7.00 0.00 VO4 09-08-11 09-08-11 12 X 4 2 X 4 1 7.00 0.00 V05 VALLEY 05-08-11 05-08-11 2 X 4,2 X 4 ROOF SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL 1-1-IN-16 PRICE PRICE 2 i EWP 221 1.75"x 11.875'2.0E PWLVL _j 24-00-0C B1-2 2 I EWP 221 1.75'x 18"2.0E PWLVL _ 18-00-OC B2-2 i,. DATE08/12/19 PAGE 3 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 190409526 DELIVERY DATE 09/26/19 CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC ORDERED BY Andy Clo Ston INVOICE# L UFP Belchertown, LC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Elkin-Arts&Crafts Cottage LOT# 1 SUBDIV: ° 24 West St MODEL:Meadow Run TAG:ROOF JOB CATEGORY: Residential n T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: ° (413)247-8300 s Elkin-Arts&Crafts Cottage SPECIAL INSTRUCTIONS: 1 Meadow Run 7/30/19 plan set. Northampton, MA 01035 BY DATE BUILDING DEPARTMENJ OVERHANG INF HEEL HEIGHT 01-00-00 I REQ.LAYOUTS REQ.ENGINEERING I QUOTE JJPK 08/12/19 Roof Trusses END CUT RETURN LAYOUT PLUMB NO GABLE STUDS 124 IN.OCI I I JOBSITE 1 1 1 1 JOBSITE 11 CUTTING 1JPK 08/12/19 ITEMS P;20T ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL FT-IN-16 PRICE PRICE USP Hangers NE HUS26 J ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL Quote IS based On Curren eslgn values at the timb of quote(lumber, IEWP, hardware, e C . Should any of these values change prior to completion of this project, UFP Belchertown,LLC reserves the right to adjust the sell price accordingly. QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW/ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included BUT can be provided for an additional charge. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms 7_'Oulss rus5 ype y Elkin-1 Meadow Run Northampton,MA 190409528 COMMON GIRDER 1 3 Job Reference(optional) UFP,UFP 20/20 pun:8.310 s Ma 22 2019 Print:8.310 s May 222 019 Mrrek Industries,Inc. Mon Aug 12 12:12:04 2019 Page 1 ID:RNIu my l71JOe6ttKtgUyD6KWygvm9UJfD52WmGM3ttiNyocMf 45 5 8-7-3 1:2; 0 16-10-13 21-0-11 25-6-0 4-5 5 4-1-13 41-13 4-1-13 4-1-13 4-5-5 4 Scale=1:59.8 7.00 12 3x8,;, 3x8 3 5 2x4 1\ 2x4 2 4 6 1 1 7 1 1 19 20 12 21 22 11 23 24 25 10 9 26 8 27 28 8x12 Special 8x8= Special 10x12 Special 6x8 Special 8x8= Sped al 802� Special Special Special Special 12x12= Special Special Special 53-5 10-3-2- — - —15_2_14 __+ 20-2-11 25-6-0 5.3-5 4-11.13 4-11-13 _ 4-11-13 5-3-5 Plate Offsets(X,Y)-- [1:0-1-2,0-1-14),[7:0-1-2,0-1-141,[8:0-4-0 0-5-0),[9:0-3-2,0 3 O],[10 0 6-0,0-6-4],[11:0-6-0,0-5-12].(12:0-4-616-5-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.1611-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.2711-12 >999 180 TCDL 15.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.07 7 n/a n/a BCLL 0.0 ' Code IRC2015lrP12014 Matrix-MS Wind(LL) 0.0611-12 >999 360 Weight:563 Ib FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEDGE Left:2x8 SP No.1 ,Right:2x8 SP No.1 REACTIONS. (Ib/size) 1=13099/0-3-8 (req.0-6-14),7=13580/0-3-8 (req.0-7-2) Max Horz 1=-182(LC 25) Max Upliftl=-1 024(LC 10),7=-1022(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1 9248/1507,2-3=-1 8905/1545,3-4=-16081/1339,4-5=-16054/1327,5-6=-1 8912/1503, 6-7=-19248/1464 BOT CHORD 1-1 9=-1 317/16191,119-20=1 317/16191,12-20=-1 317/16191,12-21=-1 123/14499, 21-22=-1 123/14499,11-22=-1 123/14499,11-23=-813/11349,23-24=-813/11349, 24-25=-813/11349,10-25=-813/11349,9-1 0=-1 046/14481,9-26=-1046/14481, 8-26=-1046/14481,8-27=-1 191/16201,27-28=1191/16201,7-28=1 1 91/1 6201 WEBS 4-10=-686/8214,5-10=-2414/293,5-8=-301/3623,6-8=-300/715,4-11=-721/8288, 3-11=-2401/314,3-12=-340/3583,2-12=-302/742 NOTES- (12) 1)3-ply truss to be connected together with 10d(0.131"0")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x8-3 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category Il;Exp C;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)WARNING:Required bearing size at joint(s)1,7 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=1024, 7=1022. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 J04 Truss Truss ypey Elkin-1 Meadow Run Northampton,MA 19040952B G01 COMMON GIRDER 1 3 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Mg 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Au�gg 12 12:12:04 2019 Page 2 NOTES- (12) ID:RNlu.Y3tUbzL3WuQAPdzt8zQ6pj-l7lJOe6ttKtgUyD6KWygvm9UJfD52WmGM3ttiNyocMf 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1989 Ib down and 168 Ib up at 2-0-12,1989 Ib down and 168 Ib up at 4-0-12,1989 Ib down and 168 Ib up at 6-0-12,1989 Ib down and 168 Ib up at 8-0-12,1983 Ib down and 167 Ib up at 10-0-12,1983 Ib down and 167 Ib up at 12-0-12,1983 lb down and 167 Ib up at 14-0-12,1983 Ib down and 167 Ib up at 16-0-12,1933 Ib down and 148 Ib up at 18-0-12,1933 Ib down and 148 Ib up at 20-0-12,and 1933 Ib down and 148 Ib up at 22-0-12,and 1933 Ib down and 148 Ib up at 24-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-4=-1 00,4-7=-1 00,13-16=-20 Concentrated Loads(lb) Vert:9=-1983(F)8=-1933(F)11=-1 983(F)19=1989(F)20=-1989(F)21=-1989(F)22=-1989(F)24=-1983(F)25=-1983(F)26=-1933(F)27=-1 933(F)28=-1933(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-4=-83,4-7=-83,13-23=-20,23-25=-50,16-25=-20 Concentrated Loads(lb) Vert:9=-1812(F)8=-1779(F)11=-1812(F)19=-1817(F)20=-1817(F)21=-1817(F)22=-1 817(F)24=-1791(F)25=-1800(F)26=-1779(F)27=-1779(F)28=-1779(F) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-3=-83,3-4=-111,4-7=-46,13-23=-20,23-25=-50,16-25=-20 Concentrated Loads(lb) Vert:9=-1812(F)8=-1779(F)11=1812(F)19=-1817(F)20=-1817(F)21=-1817(F)22=-1817(F)24=-1791(F)25=-1800(F)26=-1779(F)27=-1779(F)28=-1779(F) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-46,4-5=-111,5-7-83,13-23=-20,23-25=-50,16-25=-20 Concentrated Loads(lb) Vert:9=-1812(F)8=-1779(F)11=-1 812(F)19-1817(F)20=-1817(F)21=-1817(F)22=-1817(F)24=-1791(F)25-1800(F)26=-1779(F)27=-1779(F)28=-1779(F) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-4=-30,4-7=-30,13-16=-40 Concentrated Loads(lb) Vert:9=-1093(F)8=-1099(F)11=-1093(F)19=-1093(F)20=-1093(F)21=-1093(F)22=-1093(F)24=-1093(F)25=-1093(F)26=-1099(F)27=-1099(F)28=-1099(F) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-4=-11,4-7=13,13-16=-10 Horz:1-4=1,4-7=23 Concentrated Loads(lb) Vert:9=157(F)8=138(F)11=157(F)19=158(F)20=158(F)21=158(F)22=158(F)24=157(F)25=157(F)26=138(F)27=138(F)28=138(F) 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-4=13,4-7=-1 1,13-16=-10 Horz:1-4=-23,4-7=-1 Concentrated Loads(lb) Vert:9=157(F)8=138(F)11=157(F)19=158(F)20=158(F)21=158(F)22=158(F)24=157(F)25=157(F)26=138(F)27-138(F)28=138(F) 8)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase-1.33 Uniform Loads(pit) Vert:1-4=-45,4-7=-20,13-16=-20 Horz:1-4=15,4-7=10 Concentrated Loads(lb) Vert:9=167(F)8=148(F)11=167(F)19=168(F)20=168(F)21=168(F)22=168(F)24=167(F)25=167(F)26=148(F)27=148(F)28=148(F) 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-4=-20,4-7=-45,13-16=-20 Horz:1-4=-10,4-7=-15 Concentrated Loads(lb) Vert:9=167(F)8=148(F)11=167(F)19=168(F)20=168(F)21=168(F)22=168(F)24=167(F)25=167(F)26=148(F)27=148(F) 28=148(F) 10)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-4=23,4-7=11,13-16=-10 Horz:1-4=-33,4-7=21 Concentrated Loads(lb) Vert:9=157(F)8=138(F)11=157(F)19=158(F)20=158(F)21=158(F)22=158(F)24=157(F)25=157(F)26=138(F)27=138(F) 28=138(F) 11)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-4=11,4-7=23,13-16=-10 Horz:1-4=-21,4-7=33 Concentrated Loads(lb) Vert:9=157(F)8=138(F)11=157(F)19=158(F)20=1 580 21=1 58(F)22=158(F)24=157(F)25=157(F)26=138(F)27=138(F) 28=138(F) 12)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(pit) Vert:1-4=23,4-7=11,13-16=-10 Horz:1-4=-33,4-7=21 Concentrated Loads(lb) Vert:9=157(F)8=138(F)11=157(F)19=158(F)20=158(F)21=158(F)22=158(F)24=157(F)25=157(F)26=138(F)27=138(F) 28=138(F) Continued on page 3 Job' I russrusS Type y Elkin-1 Meadow Run Northampton,MA 190409528 G01 COMMON GIRDER 1 3 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Ma 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 12 12:12:04 2019 Page 3 ID RN I u�y3tUbzL3 WuQA Pdzt8zQ6pj-l7lJOe6ttKtq UyD6K Wygvm9 UJfD52 W mGM3ttiNyocMf LOAD CASE(S) 13)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=11,4-7=23,13-16=-10 Horz:1-4=-21,4-7=33 Concentrated Loads(lb) Vert:9=157(F)8=138(F)11=157(F)19=158(F)20=158(F)21=158(F)22=158(F)24=157(F)25=157(F)26=138(F)27=138(F)28=138(F) 14)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-11,4-7=-23,13-16=-20 Horz:1-4=-19,4-7=7 Concentrated Loads(lb) Vert:9=167(F)8=148(F)11=167(F)19=168(F)20=168(F)21=168(F)22=168(F)24=167(F)25=167(F)26=148(F)27=148(F)28=148(F) 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-23,4-7=-11,13-16=-20 Horz:1-4=-7,4-7=19 Concentrated Loads(lb) Vert:9=167(F)8=148(F)11=167(F)19=168(F)20=168(F)21=168(F)22=168(F)24=167(F)25=167(F)26=148(F)27=148(F)28=148(F) 16)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-100,3-4=-138,4-7=-51,13-16=-20 Concentrated Loads(lb) Vert:9=-1 983(F)8=-1933(F)11=-1983(F)19=-1989(F)20=-1989(F)21=-1 989(F)22.1989(F)24=-1983(F)25=-1983(F)26=-1933(F)27=-1933(F)28=-1933(F) 17)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-51,4-5=-138,5-7=-100,13-16=-20 Concentrated Loads(lb) Vert:9=-1983(F)8=-1 933(F)11=-1983(F)19=-1989(F)20=1989(F)21—1989(F)22=-1989(F)24=-1983(F)25=-1983(F)26=-1933(F)27=-1933(F)28=-1933(F) 18)Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-4=-30,4-7=-30,13-23=-20,23-25=-60,16-25=-20 Concentrated Loads(lb) Vert:9=-960(F)8=-968(F)11=-960(F)19=-959(F)20=-959(F)21=-959(F)22=-959(F)24=-931(F)25=-943(F)26=-968(F)27=-968(F)28=-968(F) 19)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-94,4-7=-75,13-23=-20,23-25=-50,16-25=-20 Horz:1-4=11,4-7=7 Concentrated Loads(lb) Vert:9=50(F)8=35(F)11=50(F)19=50(F)20=50(F)21=50(F)22=50(F)24=50(F)25=50(F)26=35(F)27=35(F)28=35(F) 20)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-75,4-7=-94,13-23=-20,23-25=-50,16-25=-20 Horz:1-4=-7,4-7=-1 1 Concentrated Loads(lb) Vert:9=50(F)8=35(F)11=50(F)19=50(F)20=50(F)21=50(F)22=50(F)24=50(F)25=50(F)26=35(F)27=35(F)28=35(F) 21)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-68,4-7=-77,13-23=-20,23-25--50,16-25=-20 Horz:1-4=-15,4-7=5 Concentrated Loads(lb) Vert:9=50(F)8=35(F)11=50(F)19=50(F)20=50(F)21=50(F)22=50(F)24=50(F)25=50(F)26=35(F)27=35(F)28=35(F) 22)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-77,4-7=-68,13-23=-201 23-25=-50,16-25=-20 Horz:1-4=-5,4-7=15 Concentrated Loads(lb) Vert:9=50(F)8=35(F)11=50(F)19=50(F)20=50(F)21=50(F)22=50(F)24=50(F)25=50(F)26=35(F)27=35(F)28=35(F) 23)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-1 1,4-7=13,13-16=-10 Horz:1-4=1,4-7=23 Concentrated Loads(lb) Vert:9=-885(F)8=-901(F)11=-885(F)19=-884(F)20=-884(F)21=884(F)22=-884(F)24=-885(F)25=-885(F)26=-901(F) 27=-901(F)28=-901(F) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=13,4-7=-1 1,13-16=-1 0 Horz:1-4=-23,4-7=-1 Concentrated Loads(lb) Vert:9=-885(F)8=-901(F)11=-885(F)19=-884(F)20=-884(F)21=884(F)22=-884(F)24=-885(F)25=-885(F)26=-901(F) 27=-901(F)28=-901(F) 25)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-45,4-7=-20,13-16=-20 Horz:1-4=15,4-7=10 Continued on page 4 Job russ I russ Fype Uty y73Job 1 Meadow Run Northampton,MA 190409528 G01 COMMON GIRDER 1 Reference(optional) UFP,UFP 20720 Run:8.310 s Ma �22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Augg�1212:12:04 2019 Page 4 ID:RNIu.Y3tUbzL3WuQAPdzt8zQ6pj-l7lJOe6ttKtgUyD6KWygvm9UJfD52WmGM3ttiNyocMf LOAD CASE(S) Concentrated Loads(lb) Vert:9=-875(F)8=-891(F)11--875(F)19=-874(F)20=-874(F)21=-874(F)22=-874(F)24=-875(F)25=-875(F)26=-891(F)27=-891(F)28=-891(F) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-20,4-7=-45,13-16=-20 Horz:1-4=-10,4-7=-15 Concentrated Loads(lb) Vert:9=-875(F)8=-891(F)11=-875(F)19=-874(F)20=-874(F)21=-874(F)22=-874(F)24=-875(F)25=-875(F)26=-891(F)27=-891(F)28=-891(F) 27)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=23,4-7=11,13-16=-10 Horz:1-4=-33,4-7=21 Concentrated Loads(lb) Vert:9=-885(F)8=-901(F)11=-885(F)19=-884(F)20=-884(F)21=-884(F)22=-884(F)24=-885(F)25=-885(F)26=-901(F)27=-901(F)28=-901(F) 28)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=11,4-7=23,13-16=-10 Horz:1-4=-21,4-7=33 Concentrated Loads(lb) Vert:9=-885(F)8=-901(F)11=-885(F)19=-884(F)20=-884(F)21=884(F)22=-884(F)24=-885(F)25=-885(F)26=-901(F)27=-901(F)28=-901(F) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=23,4-7=11,13-16=-10 Horz:1-4=-33,4-7=21 Concentrated Loads(lb) Vert:9=-885(F)8=-901(F)11=-885(F)19=-884(F)20=-884(F)21=-884(F)22=-884(F)24=-885(F)25=-885(F)26=-901(F)27=-901(F)28=-901(F) 30)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=11,4-7=23,13-16=-10 Horz:1-4=-21,4-7=33 Concentrated Loads(lb) Vert:9=-885(F)8=-901(F)11=-885(F)19=-884(F)20=-884(F)21=-884(F)22=-884(F)24=-885(F)25=-885(F)26=-901(F)27=-901(F)28=-901(F) 31)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-11,4-7=-23,13-16=-20 Horz:1-4=-19,4-7=7 Concentrated Loads(lb) Vert:9=-875(F)8=-891(F)11=-875(F)19=-874(F)20=-874(F)21=-874(F)22=-874(F)24=-875(F)25=-875(F)26=-891(F)27=-891(F)28=-891(F) 32)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-23,4-7=-11,13-16=-20 Horz:1-4=-7,4-7=19 Concentrated Loads(lb) Vert:9=-875(F)8=-891(F)11--875(F)19=-874(F)20=-874(F)21=-874(F)22=-874(F)24=-875(F)25=-875(F)26=-891(F)27=-891(F)28=-891(F) 33)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-94,4-7=-75,13-23=-20,23-25=-50,16-25=-20 Horz:1-4=11,4-7=7 Concentrated Loads(lb) Vert:9=-1 587(F)8=-1605(F)11=-1 587(F)19=-1586(F)20=-1586(F)21=-1586(F)22=-1 586(F)24=-15650 25=-1575(F) 26=-1605(F)27=-1605(F)28=-1605(F) 34)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60, Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-75,4-7=-94,13-23=-20,23-25=-50,16-25=-20 Horz:1-4=-7,4-7=-11 Concentrated Loads(lb) Vert:9=-1587(F)8=-1605(F)11—1587(F)19=-1586(F)20=-1586(F)21=-1586(F)22=-1586(F)24=-1565(F)25--1575(F) 26=-1605(F)27=-1 605(F)28=-1605(F) 35)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-68,4-7=-77,13-23=-20,23-25--50,16-25=-20 Horz:1-4=-15,4-7=5 Concentrated Loads(lb) Vert:9=-1587(F)8=-1605(F)11=1587(F)19=-1586(F)20=-1586(F)21=-1586(F)22=-1586(F)24=-1565(F)25=-1575(F) 26=-1605(F)27=-1605(F)28=-1605(F) 36)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-77,4-7=-68,13-23=-20,23-25.-50,16-25=-20 Horz:1-4=-5,4-7=15 Concentrated Loads(lb) Vert:9=-1587(F)8=-1605(F)11=-1587(F)19=-1586(F)20=-1586(F)21=-1586(F)22=-1586(F)24=-1565(F)25=-1575(F) 26=-1605(F)27=-1605(F)28=-1605(F) Job rusS Truss Type y Elkin-1 Meadow Run Northampton,MA 190409528 M01 MONOPITCH 8 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Ma 22 2019 Print:8.310 s May 22 2019 Milrek Industries,Inc. Mon Aug 1212:12:07 2019 Page 1 ID :RN lu?Y3tUbzL3WuoApdzt8zQ6pl-iizSOg8l9FGPLPyh?fWXXOnOksGi FA315XJiyocMe 6-4-8 13-8-8 6-4-8 7-4-0 6x6 11 Scale-1:50.9 7.00 F12 5 4x6 414 3x6 BLI 3 ED x4= U) cc Cb 1 3x4 2 3x4= 1 1 13 7 6 3x8 11 1.5x3 II 3x4= 6-4-8 13-8-8 6-4-8 7-4-0 Plate Offsets(X,Y)- (1:0-5-10,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.08 6-7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.16 6-7 >989 180 BCDL 15.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.09 13 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015ITP12014 Matrix-MP Wind(LL) 0.02 7-11 >999 360 Weight:78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 3-6,5-13 SLIDER Left 2x6 SPF No.2-D 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) 1=814/0-3-8 (min.0-1-8),13=779/0-3-4 (min.0-1-8) Max Horz 1=258(LC 12) Max Upliftl=-5(LC 12),13=-171(LC 12) Max Grav1=846(LC 19),13=920(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-392/86,2-3=-806/33,3-4=-285/0,6-8=-151/533,5-8=-151/533 BOT CHORD 1-7=-305/814,6-7=-305/814 WEBS 3-7=0/300,3-6=-898/339,5-13=-921/292 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except(jt=1b) 13=171. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o T russ ype y Elkin-1 Meadow Run Northampton,MA Monopitch Supported Gable 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s Mayy 22 2019 MTek Industries,Inc. Mon Aug 1212:12:10 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdztBz(16pj-7HfaeiBeSAe_CthGhn3E91 Ped4OuSKr9l?KBwlyorMZ -90 -1 13-8-8 6-10- 13-8-8 4x8= Scales 1:51.7 7.00 12 9 8 8x8 7 18 BILI 6 3x4= 5 4 CIS 6x8 1 3x4= c(12 17 55n=M 3x8 11 16 15 14 13 12 11 10 2x4 11 13-8-8 13-8-8 Plate Offsets(X,Y)-- [2:0-2-8,0-0-21,[6:0-4-0,0-4-81,[9:0-3-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 1 n/r 80 BCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 13 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC20151TP12014 Matrix-P Weight:95 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-10 SLIDER Left 2x6 SPF No.2-D 1-10-13 REACTIONS. All bearings 13-8-8. (lb)- Max Horz 2=278(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)10,2,11,12,13,14,15 except 16=133(LC 12) Max Grav All reactions 250 Ib or less at joints)10,2,13,14,15,16 except 11=311(LC 19),12=327(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-484/422,3-4=-344/292,4-5=-277/237 WEBS 8-11=-271/101,7-12=-287/111,3-16=-265/214 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10,2,11,12,13,14, 15 except Qt=1b)16=133. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russrusS ype y Elkin-1 Meadow Run Northampton,MA 190409528 PB01 Piggyback 2 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s Ma yy 22 2019 MiTek Industries,Inc. Mon Aug 1212:12:12 2019 Page 1 ID:RNIu?Y 3tUbzL3WuQAPdzt8za6pj-3gnL3OCu_nuiRAgeoC5i ESU zOt3_wHiSCJpl_vyocMX 5-6-0 11-0-0 5-6-0 5-6-0 Scale=1:20.6 4x4= 4 7.00 12 1.5x3 11 51.5x3 11 3 T 1 ST ST1 ST1 6 ' 2 El 7 I I d I1 0 _ 10 9 8 _ 2x4- 1.54 11 1.5x3 11 1.5x3 11 2x4 0-9-12 , 10-2-4 11-0-0 0-9-12 9-4-9 r 0-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFI.. in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 6 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 6 n/r 80 BCDL 15.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015ITP12014 Matrix-P Weight:31 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-4-9. (lb)- Max Horz2=75(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)2,6,9 except 10=365(LC 19),8=365(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-10=-307/159,5-8=-307/159 NOTES- (13) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6,10,8. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 13)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job fuss rusS ype y Elkin-1 Meadow Run Northampton,MA 190409526 �P'1302 Piggyback 16 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May�22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 12 12:12:15 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6p1-TFSThPEmHiGGIeZDTKfPs46MR53V7d0uuG1 ybEyocMU 5-6-0 11-0-0 5-6-0 5-6-0 Scale=1:20.7 44= 3 7.00 12 8 7 T1 ST1 4 2 5 ,n a a _ 6 2x4— 1.54 11 2x4= 0-9-12 110-2-5 _ 11-0-0 0-9-12 9-4-9 09-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.01 5 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.19 Vert(CT) 0.01 5 n/r 80 BCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015ITP12014 Matrix-P Weight:28 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=358/9-4-9 (min.0-1-15),4=359/9-4-9 (min.0-1-15),6=516/9-4-9 (min.0-1-15) Max Horz 2=75(LC 11) Max Uplift2=-52(LC 12),4=-59(LC 13) Max Grav2=359(LC 19),4=359(LC 20),6=516(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-399/120 NOTES- (11) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category Il;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 11)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard O cuss Truss Type I City Ply Elkin-1 Meadow Run Northampton,MA 190409528 T01 PIGGYBACK BASE 4 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 sMay 22 2019 Print:8.310 s Mayy 22 2019 Mi Tek Industries,Inc. Mon Aug 1212:12:18 2019 Page 1 ID:RN,M3tUbzL3 WUQAPdzt8zQ6pi-up8cKRHfader95lo9TC6UIkuKlyCKpaKaEGcCZyocMR 6.1-3 11-10-14 17.8-9 23-3-0 28.9-7 34-7-2 40 4-13 46-6-0 474r8 r 6-1-3 5-9-11 5-9-11 5-6-7 5-9.11 5-9-11 6.1-3 0-10-8 Scale-1:79.8 7.00 12 6x6= 4x4= 6x6= 30 6 8 31 4x6 8x8 4x6 4x4 5 9 4 10 cc C 2x4 2x4 3 3 5It 11 4x4 i 4x4 2 12 1 1411^ 21 32 33 20 19 34 35 18 17 16 36 37 15 1^ 6x6 11 4x4= 4x6= 6x8— 4x4/! 4x4= 4x6 I I _ 4x8 46= F_ 9-0.1 17-8.9 28-9-7 32.11-12 39-1-4 46.6-0 9-0-1 8 8-9 11-0-14 4-2-5 6 1.8 7%% Plate Offsets(X,Y)-- [1:0-3-2,0-0-61.[6:0-3-4,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.1918-19 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.3318-19 >999 180 BCDL 15.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 16 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.0519-21 >999 360 Weight:290 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-4 cc purlins,except BOT CHORD 2x6 SPF No.2 2-0-0 oc purlins(5-1-13 max.):6-8. WEBS 2x4 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt 4-19,7-18,8-18,10-16 SLIDER Left 2x4 SPF No.2-D 1-11-12,Right 2x4 SPF No.2-D 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1941/Mechanical,16=2906/0-3-8 (req.04-9),13=821/0-3-8 (min.0-1-8) Max Horz 1=-262(LC 8) Max Upliftl=-148(LC 12),16=-138(LC 13),13=-1 01(LC 13) Max Grav 1=2009(LC 19),16=2906(LC 1),13=898(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1180/176,2-3=-3015/674,3-4=-2740/676,4-5=-2006/564,5-30=-1845/578, 6-30=-1766/591,6-7=-1 585/564,7-8=-621/368,8-31=-625/360,9-31=-715/347, 9-10=879/333,10-11=-777/274,11-12=-824/195,12-13=-452/32 BOT CHORD 1-21=-441/2477,21-32=-273/2104,32-33=-273/2104,20-33=-273/2104,19-20=-273/2104, 19-34=-128/1212,34-35=-128/1212,18-35=-128/1212,17-18=-585/295,16-17=-585/295, 13-15=-40/712 WEBS 3-21=-368/222,4-21=-93/484,4-19=-882/347,6-19=-104/496,7-19=-821805, 7-18=-1533/343,8-18=-359/103,10-18=-261/1838,10-16=-2834/661,10-15=-198/720, 11-15=-498/256 NOTES- (13) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,Wleft=23-3-0,Wright=24-1-8 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)WARNING:Required bearing size at joint(s)16 greater than input bearing size. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=148, 16=138,13=101. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 Job rusS Truss Type oty Ply Elkin-1 Meadow Run Northampton,MA 190409528 Tot PIGGYBACK BASE 4 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Aug 12 12:12:18 2019 Page 2 I D:RN lu?Y3tUbzL3 WuQAPdzt8zQ6pj-upBcKRHfader95lo9TC6Ujku KlyCKpaKaEGcCZyocM R NOTES- (13) 12)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and-7.000 on the right. 13)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job Truss Truss Type I Qty Ply I Elkin-1 Meadow Run Northampton,MA 19040952B T01A PIGGYBACK BASE 4 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 1212:12:21 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-I0gkySJXsYOQOZ1 Ngbmp5LMPdW_wXAKmHCUHouyocMO 6-1-3 11-10-14 17-8-9 23-3-0 28 9 7 34-7-2 40-4-13 , 46-6-0 6-1-3 5-9-11 5-9-11 5-6-7 5-9-11 5-9-11 6-1-3 Scale-1:79.7 7.00112 6x6= 4x4= 6x6= 29 6 8 30 4x6 8x8 4x6 4x4 5 9 4 10 2x4 2x4 V� � /! .4 3 W3 11 4x4 2 6 4x4 2 12 13 O R4 Ly a 1 I9 20 31 32 19 18 33 34 17 16 15 35 36 14 4x4= 4x8—_ 4x6= 4x4 11 4x4= 4x6 II 6x6 I I 6x8= 4x6= 9-0-1 17-8-9 28-9-7 32-11-12 39-1-4 46-6-0 9.0-1 8.8-9 11-0-14 4-2-5 6-1-8 7-4-12 Plate Offsets(X,Y)— [1:0-3-2,0-0-61,[6:0-3-4,0-3-OL LOADING(psf) SPACING- 2-0-0 CSI- DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.1917-18 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.3317-18 >999 180 BCDL 15.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 15 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.0518-20 >999 360 Weight:289 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins,except BOT CHORD 2x6 SPF No.2 2-0-0 oc purlins(5-2-1 max.):6-8. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt 4-18,7-17,8-17,10-15 SLIDER Left 2x4 SPF No.2-D 1-11-12,Right 2x4 SPF No.2-D 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13=735/0-3-8 (min.0-1-8),15=2902/0-3-8 (req.0-4-9),1=1943/Mechanical Max Horz 1=-254(LC 10) Max Upliftl3=-84(LC 13),15=-141(LC 13),1=-147(LC 12) Max Grav 13=812(LC 19),15=2902(LC 1),1=2003(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1 177/175,2-3=-3004/670,3-4=-2729/672,4-5=-1994/559,5-29=-1 834/573, 6-29=-1 719/586,6-7=-1575/560,7-8=-625/361,8-30=-629/352,9-30=-721/339, 9-10=-884/325,10-11=-791/266,11-12=-839/186,12-13=-496/43 BOT CHORD 1-20=-473/2468,20-31=-304/2094,31-32=-304/2094,19-32=-304/2094,18-19=-304/2094, 18-33=-134/1206,33-34=-1 34/1206,17-34=-134/1206,16-17=-579/271,15-16=-579/271, 13-14=-68/725 WEBS 7-18=-84/797,3-20=-367/222,4-20=-94/483,4-18=-882/347,6-18=-102/498, 7-17=-1521/346,8-17=-356/102,10-17=-269/1833,10-15=-2832/672,10-14=-202f728, 11-14=-502/258 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1.10,Wleft=23-3-0,Wright=23-3-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)WARNING:Required bearing size at joint(s)15 greater than input bearing size. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)13 except Qt=lb) 15=141,1=147. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and-7.000 on the right. LOAD CASE(S) Standard Job I russ Truss Type Ply Elkin-1 Meadow Run Northampton,MA 19040952B T01GE Common Supported Gable 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s M�ty 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 1212:12:23 2019 Page 1 ID:RNIu?Y31t bzL3WuQAPdzt8zQ6pj-EnxVN8LnOAH8GtAmxOoHBmRsLJgv.D33kWzNtnyocMM -0-10-,8 13-3-0 26-6-0 2714-: 0-10 g 13-3-0 13-3-0 7.00F1_2 5x6= Scale-1:54.5 10 46 i 4x6 8 9 1112 7 13 34 g 14 5 15 4 16 16 6x8 6x8 3 117 19 �j1 18 r q 1 to 'i 3x8 II 33 32 31 30 29 28 27 26 25 24 23 22 P1 20 3x8 II 3x4= 26-6-0 26-6-0 Plate Offsets(X,Y)-- [2:0-3-0,0-0-21,[18:0-3-0,0-4-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 18 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 18 n/r 80 BCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 18 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015ITP12014 Matrix-S Weight:157 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 10-27 SLIDER Left 2x6 SPF No.2-D 1-4-7,Right 2x6 SPF No.2-D 1-4-7 REACTIONS. All bearings 26-6-0. (lb)- Max Horz 2=203(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)28,29,30,31,32,26,24,23,22,21,20,18 except 2=-112(LC 8), 33=-101(LC 12) Max Grav All reactions 250 Ib or less at joint(s)2,27,30,31,32,33,23,22,21,20,18 except 28=332(LC 19), 29=306(LC 19),26=332(LC 20),24=306(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-10=-240/253110-11=-240/253 WEBS 9-28=-292/72,7-29=-266/112,11-26=-292172,13-24=-266/112 NOTES- (14) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)28,29,30,31,32,26 ,24,23,22,21,20,18 except(jt=1b)2=112,33=101. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job. Truss rusS I ype Ply Elkin-1 Meadow Run Northampton,MA 19040952B TO/SGE GABLE I Gable I Gable COMMON 1 I Gable I 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May�22 2019 Print:8.310 s May 22 2019 Welk Industries,Inc. Mon Aug 1212:12:27 2019 Page 1 I D:RNIu?Y 3tUbzL3WuQAPdzt8zQbpi-7YB?DWOISOnZIUUXAstELccV8w8Sxxsff8xbOYyocMl 6-1-3 11-10-14 17-8 9 23-3-0 28-9.7 34-7-2 40-4-13 46 6 0 47-4,8 6-1-3 5 9 11 5 9.11 5-6-7 5-6-7 5 9 11 5-9-11 6.1-3 0.10-8 Scale=1:02.2 7,00 12 6x6= 4x4= 6x6— 61 6 8 62 8x8 N31 8x8 5 STI 4 4 S 2 4x8 11 II S 7 4x4 i 85 S 0 S 6 3 S 5 12 4x8 I 4x4 8 1I2 2 1 4x1 II9 S 3 W8 5x8 11 134 1 1 6 S r 15 1Ib 30 29 28 26 25 24 23 22 3x4 i 19 18 17 65 66 16 4x6 11 3x8 11 27 63 64 4x8=21 20 4x8_ 44= 46 11 4x4= 8x8= 4x6= 9 0 1 17-8-9 20-0 0 28-9-7 32-0 032r11i12 39-1-4 , 46-6-0 9-0-1- �_— - - 8-8-9 2-3-7+ 8.9-7 3 2-9 0.11-2 6-1-8 7-4-12 _ Plate Offsets(X,Y)-- [4:0-3,4;0-3-0],[5:0-4-0.0-4-8],[6:0-3-4,0-3-01,[23:0-4-0,0-4-81,[32:0-2-4,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.0319-20 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.0619-20 >999 180 BCDL 15.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.01 14 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.01 16-59 >999 360 Weight:394 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 SPF No.2 2-0-0 oc purlins(6-0-0 max.):6-8. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing:26-27,25-26,24-25,22-24. SLIDER Left 2x4 SPF No.2-D 1-11-12,Right 2x4 SPF No.2-D 1-11-12 WEBS 1 Row at midpt 4-22,6-22,7-22,11-17,21-32 JOINTS 1 Brace at Jt(s):31,32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-3-8 except(jt=length)17=0-3-8,14=0-3-81 20=0-3-8. (lb)- Max Horz 1=-262(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)1,17,29,30 except 27=-190(LC 12), 22=-172(LC 9),14=-121(LC 13),21=318(LC 5) Max Grav All reactions 250 Ib or less at joint(s)24,25,26,28,29,30 except 1=472(LC 19),27=732(LC 19),22=1673(LC 19),17=151O(LC 20),14=1035(LC 20), 20=536(LC 5),1=445(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-372/138,6-61=-30/301,7-8=-332t290,8-62=-277/280,9-62=-477/269,9-10=-581/311, 10-11=-631/305,11-12=-1 022/387,12-13=-1063/306,13-14=-586/90 BOT CHORD 1-30=-1 60/372,29-30=-160/372,28-29=-160/372,27-28=-160/372,21-22=-99/273, 20-21=-63/399,19-20=63/399,17-65=0/412,65-66=0/412,16-66=0/412,14-16=-134/918 WEBS 3-27=-513/262,4-27=-351/75,4-22=-362/229,6-22=-769/96,7-22=-869/200, 19-31=-502/35,8-31=-495/35,11-19=-26/599,11-17=-1408/320,11-16=-204/716, 12-16=-494/261 NOTES- (14) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,Wleft=23-3-0,Wright=24-1-8 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Continued on page 2 Job. I russ TrUSS Type ply Elkin-1 Meadow Run Northampton,MA 190409528 T01 SGE GABLE I Gable I Gable COMMON I I Gable I 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May�22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 1212:1227 2019 Page 2 I D:RNIu?Y 3tUbzL3WuQAPdzt8zQ6pj-7YB?D WOISOnZIUUXAstELccV8w8Sxxsff8xb0YyocMl NOTES- (14) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,17,29,30,1 except(jt=lb)27=190,22=172,14=121, 21=318. 1 t)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and-7.000 on the right. 14)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job' russruss ype y Elkin-1 Meadow Run Northampton,MA 190409528 T02 PIGGYBACK BASE 5 i Job Reference(optional) UFP,UFP 20/20 Run:8.31 os May 22 2019 Pdnt:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 1212:12:30 2019 Page 1 1D:RNIM3tUbzL3 WuQAPdzt8zQ6pj-X7s8rXQAIJ98cxD6s_QxzEEzg82M8D15L6AFdtyocMF 6-1-3 11-1014 17-8-9 23-3-0 28-9-7 1 3 6-1-3 5 9-11 5.9-11 5-6-7 5.6-7 3-11-13 7.00 F12 6x63x4= 6x6 Scale a 1:69.1 = = 6 8 21 4x6 / 5x8 / 9 3x4 5 / 4 2x4 5 a 3 W3 / 6 0 4x4 2 1 13D Ba -W 15 22 23 14 13 24 25 12 11 10 5x6 11 3x4= 46=4x8= 6x8= 3x8 II 5x6= 9-0-1 17-8-9 _ 28-9-7 32-9-4 9-0-1 8-8-9 11-0-14 3-11-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.1712-13 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.3012-13 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.05 10 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.0513-15 >999 360 Weight:226 Ib FT=20% BCDL 10.0 LUMBER- BRACING TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x6 SPF No.2 end verticals,and 2-0-0 oc purlins(5-8-1 max.):6-8. WEBS 2x4 SPF No.2'Except* BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. W7:2x6 SPF No.2 WEBS 1 Row at midpt 4-13,7-12,8-12,9-10 SLIDER Left 2x4 SPF No.2-D 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1953/Mechanical,10=1953/Mechanical Max Horz 1=298(LC 12) Max Upliftl=-128(LC 12),10=-122(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1 147/148,2-3=-2916/586,3-4=-2641/588,4-5=-1 897/469,5-6=-1734/496, 6-20=-1487/484,7-20=-1487/484,7-8=-603/235,8-21=-628/219,9-21=-786/209, 9-10=-1948/477 BOT CHORD 1-15=770/2417,15-22=-596/2024,22-23=596/2024,14-23=-596/2024,13-14=-596/2024, 13-24=-320/1206,24-25=-320/1206,12-25=-320/1206 WEBS 3-15=-371/227,4-15=-101/483,4-13=-883/350,6-13=-57/487,7-13=-136/741, 7-12=-1301/402,8-12=-337/132,9-12=-336/1546 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,Wleft=23-3-0,Wright=9-6-4 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at=1b)1=128, 10=122. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and-7.000 on the right. LOAD CASE(S) Standard Job cuss toss ypeJPIy Elkin-1 Meadow Run Northampton,MA 19040952B T03 PIGGYBACK BASE 3 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Ma 22 2019 Print:8.310 s Mayy 22 2019 MiTek Industries,Inc. Mon Aug 12 12:12:33 2019 Pae 1 I D:RNIu?Y3tUbzL3 WUQAPdztBz06pi-yiYHTZS32EXiTPxhX6_eatsTzL5VLbpX 14OvEByocMC 0r8 6-1-3 11-10-14 17-8-9 23-3-0 28-9 7 32-9-4 0-10-8 6-1-3 5-9-11 5-9-11 5-6-7 5-6-7 3-11-13 _ Scale=1:71.2 7.00 12 6x6 3x4= 6x6= 7 22 23 9 5x8 46 10 3x4 6 5 5 2x4 4 W3lot �V d, 44 3 ,12 19 17 24 25 16 15 26Y4 27 13 12 11 5x6 11 3x4= 4x6=3x8= 6x8= 3x8 II 46= 9-0-1 17-8-9 21-7-8 , 28-9-7 32-9-4 9-0-1 8-8-9 3-10-15 7-1.15 3-11-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.1415-17 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.2315-17 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.05 11 n/a n/a BCLL 0.0 ' Code IRC2015ITP12014 Matrix-MS Wind(LL) 0.0515-17 >999 360 Weight:228 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except BOT CHORD 2x6 SPF No.2 end verticals,and 2-0-0 oc purlins(5-11-14 max.):7-9. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. W7:2x6 SPF No.2 WEBS 1 Row at midpt 5-15,8-13,9-13,10-11 SLIDER Left 2x4 SPF No.2-D 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1950/0-3-8 (min.0-3-1),11=1775/Mechanical,14=268/0-3-8 (min.0-1-8) Max Horz 2=312(LC 12) Max Uplift2=-154(LC 12),11=-145(LC 12) Max Grav2=1950(LC 1),11=1775(LC 1),14=402(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1015/134,3-4=-2761/587,4-5=-2485/589,5-6=-1 694/474,6-7=-1530/501, 7-22=-1313/487,22-23=-1313/487,8-23=-1313/487,8-9=-521/237,9-10=-691/221, 10-11=-1697/483 BOT CHORD 2-17=-770/2259,17-24=-598/1860,24-25=-598/1860,16-25=-598/1860,15-16=-598/1860, 15-26=323/1078,14-26=-323/1078,14-27=-323/1078,13-27=-323/1078 WEBS 8-15=-137/623,4-17=-370/225,5-17=-97/570,5-15=-936/348,7-15=-60/360, 8-13=-1203/404,9-13=-324/66,10-13=-341/1320 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10,Wleft=23-3-0,Wright=9-4-4 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=154, 11=145. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 t)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 23-3-0 from joint 1 and has a slope of 7.000 on the left and-7.000 on the right. LOAD CASE(S) Standard Job Truss Truss Type Ply Elkin-1 Meadow Run Northampton,MA 19040952B T03GE GABLE II 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s MaY 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 12 12:12:37 2019 Page 1 ID:RNIu?Y3tUbzL3 WUQAPdzt8zQ6pj-gTnnJxVZ5T19xOFSmy2alj07yOSHMR7yhM7NzyocMB -Q-10r8 6-1-3 11-10-14 17-8-9 23-3-0 28-9 7 32-9-4 0-10.8 6-1-3 5-9-11 5-9-11 5-6-7 5-6-7 3-11-13 1.5x3 11 Scale=1:77.3 7.00 F12 6x6— 1.5x3 II 8x8=1.5x3 II 6x6= 7 1.5x3 II 8 9 1.5x3 II 1.5x3 II 1.5x3 II 1.5x311 4x6 G 48 10 3x4 5 6 4 47 1 S 2 E13 48 I E 13 En 9 c 4x 11 E410 11 El 6 4 x8 11 5 1 46 4 4x4' S 1 X8 11 3 12 A x4 11 3x8 22 50 51 21 20 17 16 15 14 12 11 3x4= 44= 19 18 52 13 6x6 II 4x8= 4x8= 5x6= 9-0-1 17-8-9 21.7-8 _ 28-9-7 32-9-4 9 0 1 8-8-9 3.10.15 7- % 3-11-13 Plate Offsets(X,Y)-- [8:0-4-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.1620-22 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.2520-22 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 11 n/a n/a BCLL 0.0 BCDL 10.0 + Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.0520-22 >999 360 Weight:324 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, except BOT CHORD 2x6 SPF No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):7-9. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. W10:2x6 SPF No.2 WEBS 1 Row at midpt 5-20,8-14,9-14,10-11 OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):24,25 SLIDER Left 2x4 SPF No.2-D 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-5-4 except Qt=length)2=0-3-8(input:0-3-8),19=0-3-8. (lb)- Max Horz 2=312(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)11,17,15,12,19 except 2=-145(LC 12), 18=1048(LC 31),16=-324(LC 31) Max Grav All reactions 250 Ib or less at joint(s)18,16 except 2=2250(LC 31), 11=640(LC 20),17=823(LC 31),15=919(LC 31),12=775(LC 31),19=538(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1186/118,3-46=-3279/511,4-46=-3115/534,4-47=-2909/519,5-47=-2475/535, 5-6=-1742/415,6-7=-1472/442,7-8=-1259/436,8-48=-289/172,48-49=-289/172, 9-49=-289/172,9-10=-385/145,10-11=-914/294 BOT CHORD 2-22=-726/2691,22-50=-549/2097,50-51=-549/2097,21-51—549/2097,20-21=549/2097, 19-20=-271/1046,18-19=-271/1046,17-18=-266/949,16-17=-266/949,16-52=-266/949, 15-52=-266/949,14-15=-266/949 WEBS 4-22=-585/230,5-22=-102/695,5-23=-1 361/348,20-23=-1 348/348,20-25=-152/984, 8-25=-1 52/985,8-14=-1 426/418,9-14=-335/100,10-14=-180/740 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 cc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Continued on page 2 Job. Truss Truss Type y 1 Elkin-1 Meadow Run Northampton,MA 190409528 T03GE GABLE II 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Ma YY 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Aug 1212:12:37 2019 Page 2 ID:RNIu?Y3tUbzL3 WuQAPdzt8zQ6pj-gTnnJxVZ5T19xOFSmy2aljO7yQSHMR7yhM7NzyocM8 NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)11,17,15,12,19 except(jt=lb)2=145,18=1048,16=324. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard I Job russ Truss Type y I Elkin-1 Meadow Run Northampton,MA 190409528 T04 COMMON 7 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 Mrrek Industries,Inc. Mon Au 1212:12:40 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-F2TwxyYS000joUz1 R4cHNLeZLASFUwfZefbnzHyocM5 0-10-$ 5-7-12 11-0-0 16-4-4 22.0-0 22-10-$ ()-10- 5-7-12 5-4-4 5-4-4 5-7-12 10- 4x6= Scale=1:45.7 5 7.00 12 1.5x3\\ 21 22 1.5x3 4 6 5x6 5x6 3 1 1 7 ' 2 8 9 � Ib 12 23 11 24 10 4x12 II 3x4= 3x6= 3x4= 4x12 II 7-5-3 14.6-13 22-0-0 7-5-3 7-1-11 7-5-3 Plate Offsets(X,Y)-- 12:0-7-15,Edge),[8:0-7-15,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.2010-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.31 10-12 >846 180 BCDL 15.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.07 8 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.0410-12 >999 360 Weight:96 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.1 -D 1-11-12,Right 2x8 SP No.1 -D 1-11-12 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1408/0-5-8 (min.0-2-3),8=1408/0-5-8 (min.0-2-3) Max Horz 2=170(LC 11) Max Uplift2=-113(LC 12),8=-113(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-291/0,3-4=-1769/410,4-21=-1590/433,5-21=-1456/458,5-22=-1456/458, 6-22=-1590/433,6-7=-1769/410,7-8=-291/0 BOT CHORD 2-12=-225/1431,12-23=-60/1028,11-23=-60/1028,11-24=-60/1028,10-24=-60/1028, 8-10=-225/1418 WEBS 5-10=-150/585,6-10=455/229,5-12=-150/585,4-12=-455/229 NOTES (9) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=113, 8=113. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job russ Truss7ype y I Elkin-1 Meadow Run Northampton,MA 19040952B T04GE Common Supported Gable 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 Mi rek Industries,Inc. Mon Au 12 12:12:42 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pj-BRbgMeZiw?g R2n7PZVeISmkSbzJMygws6z4u2AyocM3 V11-004 11-0-0 22-0-0 22-10-f3 b-10-t1 11-0-0 11-0-0 10- 4x4= Scale=1:46.4 8 7 9 7.00 F12 6 10 i 5 % 12 6x6 i 4 / 6x6 3HW1 13 15 2 14 19 27 26 25 24 23 22 21 20 19 18 17 16 3x10 MT20HS I I 3x4= 3x10 MT20HS I I F _ 22-0-0 22.0-0 Plate Offsets(X,Y)-- [2:0-2-4,0-0-6],[3:0-2 8,0-2-4],[13:0-2-8,0-2-4],[14:0-2-4,0-3-61 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 14 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 14 n/r 80 MT20HS 148/108 BCDL 15.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:110 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -D 1-2-2,Right 2x8 SP No.1 -D 1-2-2 REACTIONS. All bearings 22-0-0. (lb)- Max Horz 2=-173(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)23,24,25,26,21,20,18,17,14 except 2=-1 06(LC 8), 27=-120(LC 12),16=-101(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,22,25,26,27,18,17,16,14 except 23=334(LC 19), 24=273(LC 19),21=334(LC 20),20=273(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 7-23=-294/98,9-21=-294/98 NOTES (14) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x3 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)23,24,25,26,21,20 ,18,17,14 except Qt=1b)2=106,27=120,16=101. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job. Truss Truss Typeply Elkin-1 Meadow Run Northampton,MA 190409528 T05 Common 2 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Augg 12 12:12:45 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pf-bOGp_gcbDw2OvFs_EeBS4PM51 B8S9901oxIYfVyocM0 p-10-R 6-6-4 12-9-0 18-11-12 25-6-0 26-4-8 0-10-8 6-6.4 6-2-12 6-2-12 6-6-4 -10- 5x6= Scale=1:51.9 5 7.00 12 22 1.5x3\\ 21 1.54 4 6 5x6 i 5x6 3 1 1 7 c� 2 1 8 a 1 9 Jd •1 12 23 11 24 10 5x12 11 3x4= 3x10 MT20HS= 3x4= 5x12 II 8-7-3 16-10-13 25-6-0 ' 8-7-3 8-3-11 8-7-3 _Plate Offsets(X,Y)-- [2:0-7-15,Edge],f8:0-7-15,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.3210-12 >971 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.4810-12 >642 180 MT20HS 148/108 TCDL 15.0BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.108 n/a n/a BCDL 10.0 Code IRC2015/fP12014 Matrix-MS Wind(LL) 0.0510-12 >999 360 Weight:108 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.1 -D 1-11-12,Right 2x8 SP No.1 -D 1-11-12 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1618/0-3-8 (min.0-2-9),8=1618/0-3-8 (min.0-2-9) Max Horz 2=194(LC 11) Max Uplift2=129(LC 12),8=-129(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-358/41,3-4=-2109/484,4-21=-I 888/509,5-21=-1730/537,5-22=-1 730/537, 6-22=-1888/509,6-7=-2109/484,7-8=-358/40 BOTCHORD 2-12=-276/1717,12-23=-77/1211,11-23=-77/1211,11-24=-77/1211,10-24=-77/1211, 8-10=-276/1693 WEBS 5-10=-179/709,6-10—546/270,5-12=-179/709,4-12=-546/270 NOTES- (10) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=129, 8=129. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job cuss TrussType Qty Ply Elkin-1 Meadow Run Northampton,MA 190409528 T05GE Common Supported Gable 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Mayy�22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 12 12:12:47 2019 Page 1 ID:RNIu?Y 3tUbzL3WuQAPdzt8zQ6pj-XPOZPLdrlYlk8ZONL2Ew9q RyL_OCd3ObFFnfjOyocM_ 0 70->3 12-9-0 25-6-0 26-4-$ 6-10-6 12-9-0 12-9-0 -10- 4x4= Scale=1:52.7 9 8 10 7.00 12 7 11 31 30 6 12 5 113 14 5x6 4115 C 5x6 315 17 1 16 1 c 2 I6 3x8 II 29 28 27 26 25 24 23 22 21 20 19 18 3x8 II 3x4= 25-6-0 25-6-0 Plate Offsets(X,Y)-- [2:0-5-15,0-0-61,[16:0-5-15,0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 17 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 16 n/r 80 TCDL 15.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 16 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:135 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x8 SP No.1 -D 1-9-5,Right 2x8 SP No.1 -D 1-9-5 REACTIONS. All bearings 25-6-0. (lb)- Max Horz 2=198(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)2,25,26,27,28,23,21,20,19,18,16 except 29=-108(LC 12) Max Grav All reactions 250 Ib or less at joint(s)24,27,28,20,19 except 2=298(LC 23),25=340(LC 19),26=296(LC 19),29=325(LC 22),23=340(LC 20),21=296(LC 20),18=31O(LC 23),16=292(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-278/268,9-10=-278/268 WEBS 8-25=-300/94,7-26=-257/105,4-29=-263/153,10-23=-300/94,11-21=-257/105 NOTES- (14) 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,25,26,27,28,23, 21,20,19,18,16 except Qt=lb)29=108. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,16. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)Additional 5 PSF added to TCDL to account for uniform loaded solar or PV panels. LOAD CASE(S) Standard Job I russfuss Type Qty Ply Elkin-1 Meadow Run Northampton,MA 190409528 Vol Valley 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Indushies,Inc. Mon Aug 1212:12:54 2019 Page 1 I MAN lu?Y3tUbzL3 WuQAPdzt8zQ6pj-glJDtlj E5hAkUd2jGOsZxI E49pN4mEgdsr_VSUyocLt 10-10-12 21-9-8 10-10-12 10-10-12 44 11 Scale=1:40.1 4 15 7.00 rl2 3 14 5 T 1 T 2 T T 6 T T 7 1 e 0 V, v 0 0 0 3x4 13 12 11 10 9 8 3x4 3x4= 21-9-8 21.9.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 BCDL 15.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 7 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:69 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 21-9-8. (lb)- Max Horz 1=148(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)1,13,8 except 12=-111(LC 12),10=-111(LC 13) Max Grav All reactions 250 Ib or less at joint(s)1,7 except 11=490(LC 21),12=593(LC 18),13=419(LC 1), 10=593(LC 19),8=419(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-11=-307/0,3-12=-511/219,2-13=-345/174,5-10=-511/219,6-8=-345/174 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,13,8 except Qt=lb) 12=111,10=111. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job russ Truss I ype ply Elkin-1 Meadow Run Northampton,MA 19040952B V02 ;'Valley 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Augg 12 12:12:56 2019 Page 1 IMRNIu?Y3tUbzL3WuQAPdzt8zQ6pj-n7RzlQkUdJRSjxC5NRu 10jJPKd2yEAawK9TcXMyocLr 8-10-12 17-9-8 8-10-12 8-10-12 44= Scale=1:34.9 3 7.00F1_2 1.5x3 II 10 11 1.54 II 2r 1 T T 5 1 vBev o -o b o 3x4 O 9 8 7 6 3x4 1.5x3 11 1.54 11 3x4= 1.5x3 II 17-9-8 17-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.13 Vert(CT) n/a n/a 999 BCDL 15.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TPI2014 Matrix-P Weight:53 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-9-8. (lb)- Max Horz 1=-119(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,5 except 9=-1 32(LC 12),6=-132(LC 13) Max Grav All reactions 250 Ib or less at joint(s)1,5 except 8=322(LC 1),9=662(LC 18),6=662(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-8=-252/0,2-9=-564/264,4-6=-564/264 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category Il;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5 except(jt=1b) 9=132,6=132. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job russ Truss Type Fly Elkin-1 Meadow Run Northampton,MA 190409528 V03 Valley 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Mon Aug 1212:12:59 2019 Page 1 VAI aPwg2aRkeMxxzg59RXsMO6hG7hyooLo 6-10-12 13-9-8 6-10-12 6-10-12 44= Scale 61:25.4 3 7.00 Fl2 9 10 1.5x3 II 1 1.5x311 2 STI 4 T T 5 1 b o o d 3x4 8 7 6 3x4 J 1.5x3 11 1.5x3 11 1.5x3 11 13-9-8 13-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/def) Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 TCDL15.0BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 Na n/a BCDL 100 Code IRC2015/TP12014 Matrix-P Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-9-8. (lb)- Max Horz 1=-91(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)1 except 8=-110(LC 12),6=-11 O(LC 13) Max Grav All reactions 250 Ib or less at joint(s)1,5 except 7=365(LC 1),8=514(LC 18),6=514(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-281/26,2-8=-444/220,4-6=-444/220 NOTES- 1) OTES1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=1b)8=110, 6=110. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard O Russ Truss Type y Elkin-1 Meadow Run Northampton,MA 190409528 VO4 Valley 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Aug 1212:13:01 2019 Page 1 ID:RNIu?Y3tUbzL3 WuQAPdzt8zQ6pj-75EsL8odSr3lgi43A?UCjnOEHemgvSWffQANCayocLm 4-10-12 9-9-8 4-10-12 4-10-12 Sole-1:19.1 4x4= 2 7.00 12 6 5 T 1 ST1 3 1 v v b o 6 0 4 2x4 1.54 11 2x4 9-9-8 9-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 BCDL 15.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 Na n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015ITP12014 Matrix-P Weight:25 Ib FT=20% LUMBER- BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide, REACTIONS. (Ib/size) 1=280/9-9-8 (min.0-1-10),3=280/9-9-8 (min.0-1-10),4=486/9-9-8 (min.0-1-10) Max Horz 1=62(LC 10) Max Upliftl=-39(LC 12),3=-45(LC 13),4=-3(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, WEBS 2-4=-377/122 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3,4. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type y Elkin-1 Meadow Run Northampton,MA 190409526 V05 l�Valley 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Mon Aug 1212:13:03 2019 Page 1 ID:RNIu?Y3tUbzL3WuQAPdzt8zQ6pl-3UMcmggtzSJT30ESHPWgoCSgwRQuNMyyxkfUGSyocLk 2-10-12 5-9-8 2-10-12 2-10-12 3x4= Scale=1:12.7 2 7.00 12 T 1 3 1 B1 v .y o ,o 6 6 2x4 2x4 5-9-8 5-9-8 Plate Offsets(X,Y)-- (2:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.24 Vert(CT) n/a n/a 999 BCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix-P Weight:13 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=283/5-9-8 (min.0-1-8),3=283/5-9-8 (min.0-1-8) Max Horz 1=-34(LC 10) Max Upliftl=-22(LC 12),3=22(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-281/104,2-3=-281/104 NOTES- 1)Wind:ASCE 7-10;Vult=125mph(3-second gust)Vasd=99mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Possible wall plate crushing issues. 0 V) - See individual truss drawings for details. d ? a � �� A�• i6�m S = ga3i: t " 'Z i i% 0€ -- ........ .... 52'0" Q o CD 26-6" 25'6" 0 y Q Cm Cb CD Qo� T01GE c o _ N L T01 SGE 12'6 1/4' PB01 0 N HUS26 o_ 0 N HUS26 M4: c N HUS26 o ; N HUS26 F__- _ o 0" 2'0" 2'0" 2,0" 2'0" 2,Ow 2'0' II N US26 N II Cl) I o II n N US26 021 I � N pp HUS26 —1 A 01 GD O U A W N C O COn (071 (r) 0 0 li B02 16 o US m II ,- HUS26 N HUS26 �I m II II HUS26 N HUS26 II T02(5) 0 HUS26 iv_ HUS26 N O V018 � N HUS26 N HUS26 O cn N f O H SZ6 N \. ._._._._ _ N o rn HUS26 N O O HUS26 N Woo ' o HUS26 1'1C 1/2" VA- 01 PB01 T03GE ^2 13'7" ^? 2 1'4" ao N N IN O ' O N O (A O N - T04 7 - o N O 4 9 T04GE 9 9 � 99 2 V' 24-6" 22-0" 5-6" a, N C 52'0" opt f vN� uv� 5og Elkin-Arts & Crafts Cottage HIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be ncorporated into the building design at the specification of the building designer. See individual design sheets for each Roof Framin russ design identified on the placement drawing. The building designer is responsible for temporary and permanent bracin4 f the roof and floor system and for the overall structure. The design of the truss support structure including headers,beam: Belchertown, Lot-1 Meadow Run Northampton, MA ails,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of UFP �d trusses"available from the Truss Plate Institute,583 D'Onss l Drive;Madison,WI final It Is the construction of the 8/12/2019 B " J IAhan nergl Contractor/Superintendent to verify that the provided truss layout shall match the final intended const action plans, Y" ding conditions,and use.If they do not,it is the responsiblility,of the General Contractor/Superintendent to provide nts/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan 'A) A Universal Forest Products Company For Approvalgas by othersafter final approval ofshop drawings,nor will they be responsible for errors or mod cations made on-site 4ring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WA' 155 Day Road,PO Sm 9i6/BekkerWNv,NLA.01007JPYoae:413-323-7237/Pae 413-323-VMO ITHOUT PRIOR WRITTEN AUTHORIZATION BYA LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NO 19040952B HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN THORIZATION FROM UFP I a I i r { i r I t s The City Of Northampton,Massachusetts I Declare That This Survey And Plan Were Prepared In Accordance With - Berkshire The Procedural And Technical Standards For The Practice Of land 41, Planning Board Approval Not Required Lots 1-5,Park Lot And Under Subdivi5lon Con ILaws. Surveyfngln The Commonwealth OT Massachusetts And That This Plan Lot 13-A Remainder Design Lot 13A And Survey Have Been Prepared In Accordance With The Rules And I Group, Inc. Remainder �N■.Nt t Regulations Of The Regi:ter:OF Deeds. Owner Of Record 4 Hospital Hill Development LLC e __ D landscape Architecture c/o Massachusetts Developmerrt finance Agency Civil Engineering 99 High Street 2 Planning $, Boston,Massachusetts 02110 ` Land Seying -- PID:31C-017-= 2 ad coFwu++g '� Deed Book 6925,Page 302 �+ 9 Alen Place.Nottromp on Massachusetts 01060 to - Plan Book 183,Page 1 Landscape 14131582.7000 • FAX 14 1 31 5827005 Plan Book 202'Page 75 Easement"A" Emat lMg80erksheMesgscom _ t°ss Imo' Date:_ ,893.2589 N web:ht44A woeikslreda9�.can '-v-'""�� __ n_ Yi- `f E: 345.919.5003 �3238 Sq.Ft. berg,Pi Date e� Note:Planning Board's Endorsement Is Not Oww R EnS6 y: \N 17,00'46'w 3.01 A Determination That The Lots Shown kToo9e sett 1q/; j r LOCUS PLAN-Not To Scale Buildable Lots. 1N6Shh L,toval\ >9 $ 5''�T1 R:404.50' 6S' g91 \ L'25.21' -\ D:3.34.18" Co-Housing Lot CHD:N 20-03'33'W Lot 13-A Monument Eawment Area \\25.21' To Be Set 1176.58 Sq.Ft. \ Graphic Scale Remainder IS 0 7.5 IS 30 60 N,S �w g'ST31.� 1� R:107&00' 519 ,1 vtb // �� rEasement Lan scopeIIJmL13.58' 0 Bhet, 5:0'43'19- „ e 485.56 so.F1 inch-IS feet CHD:N 65'35'53'E L 13.58' Easement Area REGISTRY USE ONLY Monument 1191.83 Sq.Ft. To Be Set / a R.1L,67 m //S6Sh�3i/ o Lot 1 ° \ DAVIT R:1078.00' D:3938 5' " f Drill Hole In L:207.24'(Total) CHD:N 63'2624'E // 6621.82 Sq.Ft. 6"x6'Stone Bound G D:11'00'53" 67.6 441\ /%� �\ 0.15 Ac. /t�ffi upo.P(Hew) 'q.4 142I CHD:N 60'27'05"E �O R,1060.07 \$ * J a easto 206.9 l� L:12sr \ sum Easement Area 5:0'42'04' Monument Q 1207.88 Sq.Ft. CHD:S 65'36'30"WTo Be Set Ve 12.97 ,\ �O // v 1 "Driveway Access R:1078.00' //1060.00' �'`. Lot Z Monument \ L 67.86' ,. // L 6659' �'R' 6485.14 Sq.Ft. To Be Set &Temporary D:3.36'25' _ vv $ .// D:3'35'58" 0.15 Ac. '�� Construction Easement CHD:N59'S7 85 e�� 6658563'27'29'W "\ ekjgsal\ e� Easement Area 1214.57 Sq.Ft. // N:2 941.802 81507 To Be Set i .+� Lot 3 Momlmkmt ;'.,N E: 345,%2.2154 C . �1060.00' 1s 6476.47 Sq.Ft, iO S6Sh? R:1078.00' // L 67.09' "� 0.15 AC. --� 1 L S8.is' // D:397'35" '" R'978.07 4-- 4�"I N:2,941,713.0983 D:3'05'31' 8 %/ CHID,' \ L 10.18' 151 O � CHD:N 56'29'25'E 5 $ CHS:'59'50'43'W D.095'48' E: 345,631.6308 58.17, eS. i' r CHD:565'39'39'W C 4-1 10.18' j Qj Drill Hole In i/ Monument 6'x6"Stone Bound CL v / It 978.00' To Be Set Rush 1.E /'R�1060.ar Lot 4 L:61.91' Drill Hole In 3 O Q- i' L 34.]7 D:39737' Monument s� 6571.80 .Ft. 61.90' Dn.0.1' H� � W D:1'50'35' CMD:S 63'32'56'W 6'x6"Stone Bounc Oj C V LL Q To Be Set / CHD:5 57,0698'W '�'� 0.15 AGQj 34.10' §; / (1' v-VL M Lot 1 Easemegt Area /R:30.01Y �\ �Q L✓ O CL ^ 2773.66Sq-Ft. 7 L 26.23' '�QX O E C Q-0 D:50'06'16' 4-1 112 if N. CHD:S31'0,'12"W Q 25.41' R:978.00' Monument E L:63.57' To Be Set z Z I Lot 5 CHD:S 59 SV24.W �C<O�S��� psi j 4-11 63.57' 8450.81 Sq.Ft. / R 978.00' �Owdk'a ` Drill Hole In Q o 0.19 Ac L:181.52'(Total) 6'x6'Stone Boone L 1 D:10'38'03" Dn.0.1' a 1 R:100.07 CHID:5 60'38'31"W Q Monument1 L:61.23' R:978.07 181.26' To Be Set 1 1 5:35'04'47, R 2:45.85' Monument t CHD:S 11TBe 27'20'E p:1'4]'30" To Be Set 010 \ 6027 CHD:S 56'4705'W \\ 45.85' \\ Notes Reference Plans \ R:472.W \ L:32.47' 1.The I Not Required Su By Survey On 1."Definitive Subdivision Plan Of Ford Crossing Extension Village Hill Northampton, Park Lot \ D:3.56'29' Approve eq Survey Group, Hereon Obtained AFlew } \ \ v CND:5 57,1744"W August 31,2018 By The Berkshire Design Group,Inc.ht.. Massachusetts'Revised To:April 13,2012 By Gale Associates Inc.And Recorded In Plan Book R:1061.26' ''� 3246' Drill Hole In 227 Page& L•60.07 U,q\ 6'x6"Stone Bound 2.The Purpose OF This Plan Is To Provide A Plan Illustrating This Surveyors Interpretation Of Revisions D:3'14'22' Constructed Improvements,Natural Features,Observable Monuments,Obtainable Plans And 2."The Commonwealth OF Massachusetts Street Acceptance Plan For A Portion Of OWnder R:472JaY {e S On.0.4' 010:N 21'31'20'W L 19 2&,, "Q"A, Deeds Of Record,Witness Testimony,And Any Other Plans And Deeds which May Affect The Drive Plan Of land In Northampton,MA Prepared For The City Of Northampton,MA Hampshire 59.99' \ Locus Property At The Time And Date Of The Field Survey. County"Dated:January 30,2014 By Sherman&Frydryk And Recorded in Plan Boot 232,Page D:1'2727, CH S 60'26'12'W. R:472.07 416 91. 1928,. L"51.75' 3.This Plan Does Not Show Any Unrecorded Or Unwritten Easements Which May Exist.A D:6'16'56' Reasonable And Diligent Attempt Has Been Made To Observe Any Apparent,Visible Uses Of 3.'The Commonwealth Of Massachusetts Street Acceptance Plan For Ford Crossing Plan Of - Monumen[ CHD:S 58'2758'W The Land;However,This Does Not Constitute A Guarantee That No Such Easements Exist. Land In Northampton,MA Prepared For The City Of Northampton,MA Hampshire County' To Be Set 51.73' Dated:January 30,2014 By Sherman&Frydryk And Recorded In Plan Book 232,Page 92. 4.This Plan And Survey Were Prepared Using GLASS Aril Conventxnal5urvey Methods,A Leka N:2,941,637.9012 T515 Total Station Was Used Having An Accuracy Of 5"And 5 PPM A Leica GS14 Network RTK 4."Village Hill Northview Lot Village Hill-Northampton`MA Definitive&NOI Plans last E: 345,650.3129 Was Used Having Subcentimeter Accuracy. Revised August 18,2016'By Fuss&O'Neill And Recorded In Plan Book 237,Page 78. Dale Snen Nrnroer August 1,2019 � S.The Basis Of Bearings,Azimuths,And The North Arrow Shown Hereon Is The Massachusetts 5."Boundary Survey Of land Of The Commonwealth 01 Massachusetts Formerly The sir GGG Drill Hole In State Plane Coordinate System(NAD83).The Basis Of The Elevations Depicted Hereon Is A Grid Northampton State Hospital Northampton,Massachusetts"6 Sheets,Dated:December 17, 1'-15 1 6"x6'Stone Bound separation Calculation Based On Geow12A Resulting In NAVD88. 1996 By Roberge Associates Land Surveying And Recorded In Plan Book 183,Page 1. I T Drawn By Flush 722-730 JSM O/' Cneckexl By DRE 36' 2' 25'6' C0 6' Ln I �9 CO CLJ Cu 36' 5/16" Ln Ln CO Zb C N UhlDAwri dt4 D311 �j�� 8/21/19 Superior Walls by Weaver Northeast - precast foundation Stamped Drwgs to be 36' submitted to the Bldg Dept as soon as they are received. WB 36' Drawing Summary-Block - All-Layers 2' 25'6" 6' 10/10 XI Wails/Panels 6 Bean Pockets 9 Support Ledges Totaling 15' 4 Specialties 4 Column Pads L/L —48" 2 2x2 Column Pads -- Supplied by Superior Walls -- Installed by Superior Walls CD 10/10 XI Walls/Panels Type: 9' Linear Feet: 177'-6' 117 Drawing Notes ------------- CD CD 4 Object Details in inches__ __ - (2) Coil Anchors ID # Ob j Desc Width He i ght Header Door(B. O.W) w/36' Threaded Rods A 2 BP 10 20 0 @ -12' & -24' C 3 Win DUO 32 20 6 M S/L -11_1/2' I 6 Pad 2 4 2 4 4_1/2 M J 1 Win Monarch 47_11/16 45_7/8 18 M 4 BP 8 17 0 a I S/L-11' It is the responsibility of the General Contractor and/or Hone Owner to ensure complete accuracy of all drawings designed for production. Weaver Precast, CU Inc. will not be held responsible for any errors once the final drawings and S/L-101/2' contract have been signed and approved by the General Contractor and/or Hone Owner. . cc S/L -10' Reference 2015 IBC J Footing : 8' minimum 1/2' clean crushed stone Assumed Soil Bearing Capacity : 2000 PSF 9 Q (3)S/L -9.5' Maxirium allowable uniform load : 2700 PLF X I PUS W a 11 s Seismic Design Category : B Basic Wind Speed : 120 MPH Elkins REVISED new Superior Walls Foundations CD 12:03 pm, Aug 16, 2019 By : Super i or Wal 1 s by Weaver Northeast oo Project Name : Elkins Owner : Wright Builders (2) Coil Anchors Bu i l der : W r i g h t Bu i l der s w/36' Threaded Rods ❑J Salesman : T i ri b e r b r o s e -12' & -24' Drawn By : Ben B . The Superior Wall 'Builder Created : 7/31 /2019 [A] Guideline Booklet' provides Last Mod i f i e d : 8/ 16/2019 �o product requirements for your R e v i s i o n : 1 . 03 coo Superior Wall Foundation. Comment : X i PLUS cu Please refer to your Local F i l e Name : h v_w b_el k i ns . d r w ❑c Building Code for Drawing Type : X I co f raining requirements. NOT TO SCALE xxx o, 60 Ton Crane with 75' reach These Drawings are approved for f rorn the pivot point of the f i n a l product ', on as i l l u s t r a t e d crane is the limitation of the and not subject to change . crane provided to install the walls. If a larger crane is deemed necessary, an -- -- ----- ------------- -------- Customer Signature Date 4'4" additional charge will be incurred. 36' Project Name : Elkins Owner : Wright Builders Builder : Wright Builders Modified : 8/ 16/2019 Revision : 1 . 3 Type : XI II)K NOT TO SCALE )K)KI Project Name: Elkins Owner : Wright Builders Builder : Wright Builders Modified : 8/ 16/2019 Revision : 1 . 3 Type: XI 919 NOT TO SCALE xxf Project Name : Elkins Owner : Wright Builders Builder : Wright Builders Modified : 8/ 16/2019 Revision : 1 . 3 Type : XI xxx NOT TO SCALE xxx • Project Name: Elkins Owner : Wright Builders Builder : Wright Builders Modified : 8/16/2019 Revision : 1 . 3 Type : XI )K)K NOT TO SCALE )K)K)