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31C-077 15 FORD CROSSING-LOT 2 BP-2020-0253 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 3 1 C-077 CITY OF NORTHAMPTON Lot: -2 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-2020-0253 Project# JS-2020-000437 Est. Cost: $338489.00 Fee: $1448.00 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: 15 FORD CROSSING - LOT 2 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 HOUSE WITH ATTACHED GARAGE 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 $1448.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner � azo File#BP-2020-0253 P APPLICANT/CONTACT PERSON WRIGHT BUILDERS I ADDRESS/PHONE 48 Bates St NORTHAMPTON (413)586-8287(1 16) PROPERTY LOCATION 15 FORD CROSSING-LOT 2 MAP 31 C PARCEL 077 2 ZON E THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST SED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Buildina Permit Filled out Fee Paid Typeof Construction: NEW HOUSE WITH ATTAt4W5 GARAGE New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 106505 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INMATION 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 40 ! t L 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 are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. x - Department use only City of N rtha > t✓:'E � tatus of Permit: Building epa menturb uUDriveway Permit t212 M in S reet��I/ Sewe/Septic Availability s�. Ro m 1 0 wat /Well AvailabilitNorthamp n, A 01060Two ets of Structural Plans phone 413-587-1 40 �l, Plot/ it Plans R+ -- ON. PeCTJ MA 01060CTION Oth r Specify_ APPLICATION TO CONSTRUCT,ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 ProaertV Address: This section to be completed 7 by office Map 3/0- Lot 0 / 7 Unit Zoe Overlay nDistrict C✓" r �i' Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Name(Pri ) Curren g 411 A r Telephone Sign e 2.2 Authorized Agent: 'IQ 1 � �� i `f'� RaW Name(Print) Current Mailing Address: wX11k 11 1p&JAJLA, &h�v Aniturg Telephone SECTION 3 -ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building Q 9, rQ (a) Building Permit Fee 2. Electrical ' J O / �. (b)Estimated Total Cost of 7 Jb Construction from 6 3. Plumbing I� G� Building Permit Fee Q 4. Mechanical(HVAC) �3 5. Fire Protection l 8�, 6. Total=0 +2+3+4+5) — Check Number This Section For Official Use Only Building Permit Number: DateIssued: Signature: Building Commissioner/Inspector of Buildings Date EMAIL ADDRESS (REQUIRED; EITHER HOMEOWNER OR CONTRACTOR) 3 Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zonin This column to bed in by Building De hent Lot Size Frontage -- Setbacks FrontEl- f—� Side L:,_ R: L: RZ r- Rear L� Building Height Bldg. Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Waces Fil olume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO O DON'T KNOW O YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO O DON'T KNOW © YES IF YES: enter Book 133 3 o Page 19 � and/or Document# B. Does the site contain a brook, body of water or wetlands? NO ?5 DON'T KNOW © YES O IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained O Obtained O , Date Issued: C. Do any signs exist on the property? YES O NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,gradin excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES O 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 E3 Accessory Bldg. ❑ Demolition ❑ New Signs [❑] Decks [Q Siding [❑] Other[pJ Brief Description of Proposed N p��/ ( ,� I t 1/ ^1�� n ,� A Work: �' V_ y� V"( /'�-Tr`r` W'1J`_ Alteration of existing bedroom Yes X No Adding new bedroom Yes X No Attached Narrative Renovating unfinished basement Yes X 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? IR8 ,ree- d /� . Proposed Square footage of new construction. / S6, ��- Dimensions &X e. Number of stories? 9. f. Method of heating? (01'&AhisS mi/I1, Fireplaces or Woodstoves Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction 5 19 i. Is construction within 100 ft.of wetlands? Yes No. Is construction within 100 yr. floodplain Yes No j. Depth of basement or cellar floor below finished grade 0 k. Will building conform to the Building and Zoning regulations? _ Yes No. I. Septic Tank City Sewer_ Private well City water Supply _ SECTION 7a-OWNER AUTHORIZATION -TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, Wel a(,ffl�7 , as Owner of the subject property a h r hereby authorize �U/"i 911 ' KGildf to act on my behalf, in all attet�i rs relative to -or authorized by this building permit application. '11-� Signature of Owner Date I, I Wn I I as Owner/Authorized Agent hereby declare that the statements and iqJbrmation on the foregoing application are true and accurate,to the best o my now edge and beet ef. Signed under the pains and penalties of perjury. 1".0 w Pri t N • it. '� halhq gna n r/Agent Date SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder:—uJr-.'aM 8wtJkd/0nn LQ well 10005 Y- License Number AddressA Expiration Date -**U if/2- nature Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ ro Af / o t 53f,=o Company Nwfie Regis ration Number 4 2 6 A s+. NoIA&oste >_0 Address p Expirati n Date Telephone W3—rr —g 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....... No...... ❑ City of Northampton SSS Massachusetts 'A c DEPARTMENT OF BUILDING INSPECTIONS Z " 212 Main Street •Municipal Building Northampton, MA 01060 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: I(;- -f=-D" C-P-° S S,'IJ 6- (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: Vj C/Ptt� i 4A4 6,10 , J� (Company Name and Address) ig u o 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 Massachusetts A- DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street e Municipal Building Northampton, MA 01060 Fee Calculator for Residential Properties Location FD N Square Footage Amount Basement @ .20 f OW -.� 1 (.0 1ST Floor @ .50 1010 Sq 0 2nd Floor @ .50 logo 5-410 '/2 Floors, Finish Attic, Garage @ .20 5361 107. .ao Deck / Porches @ .20 ;�L4 4y -go Total q S. I Planning - Decision City of Northampton Hearin No.: PLN-2020-0002 Date: July 1, 2019 ill,�N�lllllI lll(lll(iiil(I(IiIII I, I 11IIIiI1iilllllliill�lNlilN( il(111 2019 00(413032 APPLICATION TYPF: SUBMISSION DATE: Bk: 13330Pg: 197 Page: 1 of 2 PB Major Site Plan 7/1/2019 Recorded: 07/23/2019 12:35 PM Applicant's Name: Owner's Name: NAME: NAME. WRIGHT BUILDERS HOSPITAL DEVELOPMENT LLC ADDRESS. ACC.RcSS: 48 Bates St C/O MASSDEVELOPMENT LLC 160 Federal Street TC'dJN: STATL: ZIPCOCF: TONIN S-ATF: ZIPCCDE: NORTHAMPTON MA 01060 BOSTON MA 02110 PHONENO,: FAX NC.: PHONE.NO.: FAX NO.: __ 586-8287(116)__ 413 587-9276 EMAIL ADDRESS: EVAIL ADDRESS: LGAUDREAU@WRiGHT-BUILDERS.COM Site Information: Surveyor's Name: STREET NO.: SITE ZONING: COMPANY NAVE. FORD CROSSING pv TOWN: ACTION TAKEN: ADDRESS: NORTHAMPTON MA 01060 Approved With Conditions MAP: BLOCK: LOT: --Jkb1P DATE. SH;'JICN OF BY,-A'W 31c 076 Chpt.350-11:Site Plan Approval To',7N: STATE: ZIP CODE: Book: Page: PHCNE NO.: FAX NO.: EMAIL ADDRESS: NATURE OF PROPOSED WORK: 5 single family lots on map/parcel#31C-76 thru 80. HARDSHIP- CONDITION ARDSHIP: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: •The proposed crosswalk across Ford Crossing designed with imprinted thermoplastic to match 7/16/19 BDG 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. FDNC NGS 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 GeoTMS@ 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 majorproject, 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 6/20/2019 7/11/2019 REFERRA�.S IN DATE: HEARING CEADLINE DATE: HEARING CLOSE DATE: F'NAL S.GNING BY: APPEAL DFACL'NE: 6/13/2019 9/4/2019 6/27/2019 7/11/2019 7/21/2019 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 6/13/2019 6/27/2019 6/27/2019 7/1/2019 SECOND ADVERTISING DATE: HFARING TIME: VO TING DEADLINE: DECISION DEADLINE: 6/20/2019 8:30 PM 9/25/2019 9/25/2019 MEMBERS PRESENT. VO-E. Terry Culhane votes to Grant George Kohout votes to Grant Christa Grenat votes to Grant t I vlili Janna White votes to Grant `^L J U L I 2019 Samuel Taylor votes to Grant i Euripedes DeOliveira votes to Grant I CIT(C!_ERlOFFICE Theresa(Tess)Poe votes to Grant -- �~ , Alan Verson votes to Need More Information MOTfCN MADE BY: SECONDED BY. VOTL C OUN I DECISION: Euripedes DeOliveira Janna White 7-0 Approved with Conditions MINUTES OF MEL[ING: 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 been mailed to the Owner and Applicant. A r2 _ � 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 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 dayAW, e elapsed since such filing and that no appeal has been filed in this matter. �Attest: AW City Clerk,City of Northampton A GeoTMS®2019 Des Lauriers Municipal Solutions, Inc. ^iC11 „ r>n �,y "-- 'MARY O)LBE fii7:fa' F . I -------------------------------- ---� Official Receipt for Recording in: I Hampshire County Registry of Deeds 60 Railroad Ave. Northampton, Massachusetts 01060 Issued To: WRIGHT BUILDERS INC i 48 BATES STREET 413-586-8287 NORTHAMPTON MA Recording Fees --------------------------------------------- Document ----------------Document Recording Description Number Book/Page Amount -----------------------------------s DECIS 00013032 13330197 $75.00 HOSPITAL DEVELOPMENT LLC $75.00 Collected Amounts :--------------- --------------------------s Payment Type Amoun --------------------------------------------- Check 57350 $75.00 ---------- $75.00 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 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: 15 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. -Arrangement of such installation shall be made with the Northampton Water Department within a minimu workin days notificaf -All work shall conf to7Nhr/Z Department specifications. � (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 availablitiy 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 00 � I 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: 15 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 t' Size of Sewer Main: Material: pV'C- Age: a-0 13 Depth of Sewer Main: tf} ` Length of Sewer Main: 3 S Size of Service Connection: Type of Service Connection: Domestic Tie In: ($1,250) Subdivision Tie In : ($2,500) Tie-in to Private Sanitary: `/$- 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. Date: Sewer Dept. Foreman *Sewer Entry$ *Fees will be charged based on current fee structure at the time of entry application LijCENTER FOR U EcoTechnology we make green make sense- PRELIMINARY ENERGY ANALYSIS Meadow Run Project, Village Hill, Northampton MA Bungalow: 3472 ft,', 29512 ft3 Conditioned Floor Area and Volume Craftsman: 3428 ft2, 29548 ft3 � o r Z Farmhouse: 3420 ft2, 29640 ft3 Building Type Single family detached Bedrooms 4 in Bungalow, 5 in Craftsman and Farmhouse Assumptions for Preliminary Home Energy Ratinq 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 'oists packed with cellulose R-32 Walls to Garage Same as exterior walls Windows Triple glazed, Argon gas filled, Ll-value = 0.20, SHGC = 0.20 Glass Doors Triple glazed, Argon gas filled, Ll-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 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@cetonline.org The Commonwealth of Massachusetts Department of IndustrialAccidents I Congress Street,Suite 100 o Boston,MA 02114-2017 ,. www mass gov/dia Workers'Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information //JJV� pr,I, ` Please Print Leeibly Name(Busines Organization/Individual): 1/ f f tt)i'" ,—y Q Address: T 8�p PA—f r City/State/Zip: N 19 t 6 b Phone#: If Are you an employer?Check the appropriate box: Type of project(required): 1.❑I am a employer with employees(full and/or part-time)." 7.J&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. ❑Demolition 3.M I am a homeowner doing all work myself.[No workers'comp.insurance required.]? 10 Q Building addition 4.❑I 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 11.0 Electrical repairs or additions proprietors with no employees. 12.Q Plumbing repairs or additions S I am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.❑Roof repairs 1!151!`"```"'"''""''''These sub-contractors have employees and have workers'comp.insurance. 6.❑We are a corporation and its officers have exercised their right of exemption per MGL c. 14.[:]Other 152,§1(4),and we have no employees.[No workers'comp.insurance required.] '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. Insurance Company Name: Policy#or Self-ins.Lic.#: M D�i 0 b (--�' 7 �01�A_Expii-ation Date: Job Site Address: I `-�1" S S N City/State/Zip:N bb /1 p�T�r E AA A- Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). oG6 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 cern under pains and pen a of perj that the information provided above ' true nd correct Simature: Date: M Phone#• '� y �— C�-% Qyr Official use only. Do not write in this area,to be completed by city or town offciaL 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#: DATE(MM/DD/YYYY) A� CERTIFICATE OF LIABILITY INSURANCE 03/11/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLYAND 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 NAME: Webber&Grinnell PHONE (413)586-0111 X (413)586-6481 A/C No Ell): (FA/C,No): 8 North King Street E-MAIL jduval@webberandgrinnell.com ADDRESS: 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 ADDL SUBRI POLICY EFF POLICY EXP LIMITS LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER MM/DD/YYY MM/DDIYYYY X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 F;Z;q DAMAGE TO CLAIMS-MADE OCCUR PREMISES Ea occcu D nce $ 100,000 MED FRCP(Any one person) $ 5,000 A 8500068268 03101/2019 03/01/2020 PERSONAL&ADV INJURY $ 100,000 GEN'LAGGREGATE LIMITAPPLIES PER: GENERAL AGGREGATE $ 2,000,000 X PRO- POLICY FILOC PRODUCTS-COMP/OPAGG $ 2,000,000 1:1 OTHER: Employee Benefits $ 2,000,000 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,000 Ea accident ANYAUTO BODILY INJURY(Per person) $ A OWNEDX SCHEDULED 1020070845 03/01/2019 03/01/2020 BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS X HIRED MNON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident PIP-Basic $ 8,000 X UMBRELLA LIAR I X OCCUR EACH OCCURRENCE $ 5,000,000 A EXCESS LIAR CLAIM.-MADE 4600068266 03/01/2019 03/01/2020 AGGREGATE $ 5,000,000 DED I X1 RETENTION$ 101000 $ WORKERS COMPENSATION X1 STATUTE ETH AND EMPLOYERS'LIABILITY Y/N 500,000 B ANY PROPRIETOR/PARTNER/EXECUTIVE N/A MCC20020005342018A 03!01/2019 03/01/2020 E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? 500,000 (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ If yes,describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,maybe attached if more space is required) CERTIFICATE HOLDER CANCELLATION . 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For information about this license Call(617)727-3200 or visit www.mass.gov/dpl i Office of Consumer Affairs and Business Regulation 1000 Washington Street- Suite 710 ®sten, M&- Vautz- ctor fts 02118 Home Improver Registration Tye Ceagan Val pWR(G@iTBUiLDE'rZS, INC. z' Regisa- ia�o: 101536 �4, ENpira mi: 06r,1 20 48 BATES STREET ti NORTHAMPTON,MSA 01060 F Updab Addmw and Return Card., SCA 1 4 2OU-05/17 Office of Consumer AK-airs&Business Regulation HOME Imp7RO iAEAfT CONTRACTOR Registraidon valid for indMduai use andy ration ire the expiration if' —d raftim to: R i_ Expiratiova Office of Cons=Sfi�and i3usineess Reguiadon 06/25202(3 1000 Washington (ee<t-SuRn 710 WRIGHT BL1i Tc Basi4MA .. JONATHAN A. 48 BATES STREP,,_>�' .� NORTHAMPTON,NIA 01060 Undersecretary o valid lr�i�37O4d$signature LL ' i UFP Belchertown,LLC Job ID: 19041338BF 612�T • ' C�tatus: Design Passed UFP New Windsor,LLC Sossa-Craftsman Farmhouse 2 Meadow Run, Northampton, MA UFP Berlin,LLC Label: D131-3 UFP Parker,LLC Member Type: Beam I Level: 1 st Floor Page:1 of 4 UFP New York,LLC Member: 3 - 1.75" x 11.875" 2.0E PWLVL200* Date:07/24/2019 14:03:11 1 2 3 4 7'11" 1/2" 8'6 1/2" 1/2" 8'6 1/2" 1/2" 7'11" 1/2" 350 1/2" Graphical Illustration- Not To Scale Loading(nsf): Quick Design Summary: Quick Deflection Summary: Roof Live Load-35 Building Code-IRC2015 Live Load Deflection 0-02 @ 23-09-11 L/360 Roof Dead Load-25 Design Methodology-ASD Total Load Deflection 0-02 @ 24-00-08 L/240 Floor Live Load-40 Critical Moment(Pos) Passed-68 Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-20 Critical Shear Passed-91 Unbraced Length(Top/Bottom)-2-00-00/34-03-08 Reactions: Maximum Analysis Reactions SuppoFloor Live Roof Live Snow 1 0-00 4-08 1115.00 lb 2084,00/-737.00 to - - 2 8-03-08 8-09-00 4863.00 lb 9589.00 lb - - 3 17-03-08 17-09-00 6858.00 lb 13533.00 lb - - 4 26-03-08 26-09-00 7550.00 lb 13954.00/-4.00 lb 5 34-08-00 35-00-08 2542.00 lb 4664.00/-589.00 lb - - Forces: Maximum Load Magnitudes IY= 5= End Dead Floor Live Roof Live Snow Self Weight 0-00 35-00-08 16.00 lb/ft - - - Point 1-06-04 1-06-04 758.00 lb 799.00 lb Point 3-06-04 3-06-04 963.00 lb 1536.00 lb - - Point 5-06-04 5-06-04 746.00 lb 1482.00 lb - - Point 7-06-04 7-06-04 745.00 lb 1482.00 lb - - Point 9-06-04 9-06-04 745.00 lb 1482.00 lb Point 11-06-04 11-06-04 745.00 lb 1482.00 lb Point 13-06-04 13-06-04 73&00 lb 1439.00 lb - - Point 14-05-08 14-05-08 2448.00 lb 4513.00 lb - - Point 15-06-04 15-06-04 1269.00 lb 2196.00 lb Point 17-06-04 17-06-04 1337.00 lb 2345.00 lb Point 19-09-12 19-09-12 1244.00 lb 2058.00 lb Point 21-06-04 21-06-04 682.00 lb 980.00 lb - - Point 23-02-12 23-02-12 1596.00 Ila 2621.00/-1.00 lb - - Point 25-06-04 25-06-04 1745.00 lb 3203.00/-1.00 lb - - Point 27-06-04 27-06-04 1673.00 lb 2972.00/-1.00 lb Point 29-06-04 29-06-04 1674.00 lb 2972.00/-1.00 lb Point 31-06-04 31-06-04 1687.00 lb 3026.00/-1.00 lb Point 33-06-04 33-06-04 1568.00 lb 2288.00/-1.00 lb Expanded Design Results: a ' Design Control Result LIZE iiation tJ, Critical Moment(Pos) 19165.621b ft @ 26-06-04 28301.21 Ib it Passed-68% 1.00 -L Critical Moment(Neg) 0.00 Ib ft 0.00 lb ft 0 JUAN J. RALESUTP FTA STFTUCI U -Transfer reactions may differ from design results as allowed per building codes and standard load distribution p S. 4,)211 t1 -This report is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be re_vie v CIST N1 SS�Nk n 07/2 /2019 L'FP BeiChertown,LLC Job ID: 19041338BF Status: Design Passed UTP New Windsor,LLC Sossa-Craftsman Farmhouse 2 Meadow Run,Northampton, MA UFP Berlin,LLC Label: D131-3 UFP Parker,LLC Member Type: Beam I Level: 1st Floor Page:2 of 4 UFP New York,LLC Member: 3 - 1.75" x 11.875" 2.0E PWLVL Date 07/24/2019 14 03 11 Critical Moment tNeg) 0.00 lb ft 0.00 lb ft Critical Shear 10807.17 Ib @ 27-08-14 11845.31 Ib Passed-9196 1.00 D+L Live Load Deflection 0-02 @ 23-09-11 L/360 Passed-L/794 - L Total Load Deflection 0-02 @ 24-00-08 L/240 Passed-L/791 - 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. ��HQF 14lq�, yn u� juAN I � v pp�ES UT RA v' 15TfiUCT U -Transfer reactions may differ from design results as allowed per building codes and standard load distribution pr es Zt This report is based on modeled conditions input by the user. Actual field conditions may differ from those shown. These results should be rev ie d v al e JST p` ea4j '►rnrnr� 07/25/2019 UP Be!chertown,LLC Job ID: 19041338BF Status: Design Passed IIFP New Windsor,LLC Sossa-Craftsman Farmhouse 2 Meadow Run, Northampton, MA UFP Berlin,LLC Label: F131-3 UFP Parker,LLC Member Type: Beam I Level: 2nd Floor Page:3 of 4 F_ UFP New York,LLC Member: 3 - 1.75" x 11.875" 2.0E PWLVL Date:07/24/2019 14:03:11 1 2 1/2" 14'5" � L 15'2" Graphical Illustration- Not To Scale Loading (nsf1: Quick Design Summary: Quick Deflection Summary: Roof Live Load-35 Building Code-IRC2015 Live Load Deflection 0-07(iD 7-O6-OZ U360 Roof Dead Load-25 Design Methodology-ASD Total Load Deflection 0-11 iti 7-oe=5' L)40 Floor Live Load-40 Critical Moment(Pos) Passed-77% Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-20 Critical Shear Passed-51% Unbraced Length(Top/Bottom)-0-00/1-08-08 Reactions: Maximum Analysis Reactions Support Floor Live Roof Live Snow 1 0-00 3-08 2108.00 Ib 3965.00 Ib - - 2 14-08-08 15-02-00 2346.00 b 4513.001b - - Forces Maximum Load Magnitudes Iyp� ( Elm Dead Floor Live Roof Live Snow Self Weight 0-00 15-02-00 16.00Ib/ft - - - Uniform 1-00-00 13-00-00 298.00 lb/ft 608.00l ltt - - Point 14-00-00 14-00-00 586.00 Ib 1176.00 In - - Exl2anded Design Results: _- Design Control Result LDF Load Combination Critical Moment(Pos) 24713.76 Ib it @ 8-00-00 31942.41 Ib ft Passed-77% 1.00 D+L Critical Moment(Neg) 0.00 lb ft 0.00 lb ft Critical Moment(Neg) 0.00 lb It 0.00 lb ft Critical Shear 6011.63 Ib@ 1-03-06 11845.31 Ib Passed-51% 1.00 D+L Live Load Deflection 0-07 @ 7-06-02 L/360 Passed-L/397 - L Total Load Deflection 0-11 @ 7-06-02 L/240 Passed-1-/262 - 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. �tNOF tiles JUAN J. V� RALES-UT ST RUCT U -Transfer reactions may differ from design results as allowed per building codes and standard load distribution pr as. 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' fill 07/25/2019 UFP Belchertown,LLC Job ID: 19041338BF Status: Design Passed UFP New Windsor,LLC Sossa-Craftsman Farmhouse 2 Meadow Run, Northampton, MA UFP Berlin,LLC Label: 61-2 UFP Parker,LLC Member Type: Beam I Level: 2nd Floor Page:4 of 4 UFP New York,LLC Member: 2 - 1.75" x 9.5" 2.0E PWLVL Date:07/24/2019 14:03:11 1 2 3'0" 18'0" 3'0" 24'0" Graphical Illustration- Not To Scale Loading(12sf1: Quick Design Summary: Quick Deflection Summary: Roof Live Load-35 Building Code-IRC2015 Live Load Deflection 0-02 @ 12-00-00 L/360 Roof Dead Load-25 Design Methodology-ASD Total Load Deflection 0-03 @ 12-00-00 L/240 Floor Live Load-40 Critical Moment(Pos) Passed-23% Critical Moment(Neg) Critical Moment(Neg) Floor Dead Load-20 Critical Shear Passed-15% Unbraced Length(Top/Bottom)-18-00-00/18-00-00 Reactions: Maximum Analysis Reactions Super 51id End Dead Floor Live Roof Live Snow 1 0-00 3-00-00 704.00 lb - 959.00 lb - __> 1-08 1-08 - - 103.00 lb - __> 2-10-08 2-10-08 704.00 lb - 856.00 lb - 2 21-00-00 24-00-00 704.00 lb - 959.00lb - __> 21-01-08 21-01-08 704.00 lb - 856.00 lb - --> 23-10-08 23-10-08 - 103.00 lb Forces. Maximum Load Magnitudes Iyjm 5= End Dead Floor Live Roof Live Snow Self Weight 0-00 24-00-00 9.00 Ib/ft - - - Uniform 0-00 24-00-00 50.00 lb/ft - 70.00 lb/ft - Expanded Design Results: Design Control Result WE Load Combination Critical Moment(Pos) 3260.09 Ib ft @ 21-01-08 14131.83 Ib It Passed-23% 1.15 D+Lr Critical Moment(Neg) 0.001b ft 0.00 lb ft Critical Moment(Neg) 0.00 Ib ft 0.00 Ib ft Critical Shear 1056.72 Ib @ 20-02-08 7265.13 Ib Passed-15% 1.15 D+Lr Live Load Deflection 0-02 @ 12-00-00 U360 Passed-L/999 Lr Total Load Deflection 0-03 @ 12-00-00 L/240 Passed-L/999 - D+Lr 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. ►�1 *Analysis and Design has been performed using precision loading from actual modeled conditions. Some loads may have been modified to simplify reporting. JUAN I 1 RALES-UTP RA STRUCTUL -Transfer reactions may differ from design results as allowed per building codes and standard load distribution p s. M z t This reoort is based on modeled conditions input by the user.Actual field conditions may differ from those shown. These results should be r_evi y it �S�rJNAL11 �tC 07/2520 DATE07/19/19 PAGE 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19041338BF DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC ORDERED BY And Clo stop 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:Sossa-Craftsman Farmhouse LOT# 2 SUBDIV: 24 West St MODEL:Meadow Run TAG:FLOOR JOB CATEGORY: Residential D Hatfield, MA 01038 DELIVERY INSTRUCTIONS: (413) 247-8300 Sossa- Craftsman Farmhouse SPECIAL INSTRUCTIONS: 2 Meadow Run 7/11/19 plan set. Northampton, MA 01035 BY DATE BUILDING DEPARTMENT OVERHANG INFq HEEL HEIGHT 1 01-00-00 REQ.LAYOUTS REQ.ENGINEERING I QUOTE JJPK 07/18/19 Floor Trusses END CUT RETURN I I I I I LAYOUT 1 1 / / PLUMB NO GABLE STUDS 124 IN.OCI I I JOBSITE 1 1 JOBSITE 11 CUTTING jJPK 07/18/19 FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.) 1.00 FLOOR I QTY DEPTH BASE O/A END TYP INT BEARING CANTILEVER STUB UNIT TOTAL PROFILE PLY ID SPAN SPAN LEFT IRIGHT1 SIZE I LOCATION I LEFT I RICHT LEFT I RIGHT PRICE PRICE 01-00-00 6 2F01 30-00-00 30-00-00 01-00-00 1 2F01L 30-00-00 30-00-00 01-00-00 C 3 4 2F02 09-03-00 09-03-00 01-00-00 ® 71 2F03 15-02-08 15-02-08 ® 01-00-00 1 2F03L 15-03-00 15-03-00 ® 01-00-00 rE 3 7 2F04 14-03-04 14-03-04 ® 01-00-00 1 2F04L 14-03-12 14-03-12 01-00-00 3 3 2F05 17-07-04 17-07-04 01-00-00 1 2F06 14-07-00 14-07-00 01-00-00 W: 3 1 2F07 03-08-00 03-08-00 13 01-00-00 ES 2II F01 29-09-00 29-09-00 01-00-00 E3 3 3 F02 17-06-00 17-06-00 01-00-00 M 3 1 F03 14-06-10 14-06-10 01-00-00 E21 3 5 F04 09-01-12 09-01-12 01-00-00 f 3 1 F05 03-08-00 Lo3-08-00 _ FLOOR SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES P F1 IN-16 RICE PRICE DATE07/19/19 PAGE 2 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19041338BF DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# T TLORDERED BY And Clogston INVOICE# UFP BelcL hertown, 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:Sossa-Craftsman Farmhouse LOT# 2 SUBDIV: jElo' s L 24 West St MODEL:Meadow Run TAG:FLOOR JOB CATEGORY: Residential 0 T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: o (413)247-8300 S Sossa-Craftsman Farmhouse PSPECIAL INSTRUCTIONS: 2 Meadow Run 7/11/19 plan set. T Northampton, MA 01035 BY DATE BUILDING DEPARTMENJ OVERHANG INF HEEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING I QUOTE I JPK 07/18/19 Floor Trusses END CUT RETURN LAYOUT / / PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBSITE 1 CUTTING JPK 07/18/19 ITEMS Eq ITEM TYPEF SIZE LENGTH PART NUMBER NOTES PRICE PRICE FT-IN-16 EWP 221 1.75"x 11.875'2.0E PWLVL 16-00-00 FB1-3 14 Hanger I HD412 ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL uo a Is I:)ased on current design values at the Ime of quote (lumber, 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 issues. 10 � @ See individual truss drawings for details. a !� tgyy�e. a i r r•m 3 z i q-t 7eghe li O i< Q - e-9 CD O � CD C `C CD C N ' I C) r n Sossa-Craftsman Farmhouse HIS o t T S PLACEMENT DIAGRAM ONLY. These Trusses are designed as in India w mg components to be ncorporated into the building design at the specification of the building designer. See individual design sheets for each 1st Floor Framing russ design identified on the placement drawing. The building designer is responsible for temporary and permanent bracinc f the roof and floor system and for the overall structure. The design of the truss support structure including headers,beam! UFP Belchertown, LLCLot-2 Meadow Run Northampton, MA ails and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of ood trusses"available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179.It is the responsiblility of the 7/18/2019 By: JK eneral Contractor/Superintendent to verity that the provided truss layout shall match the final intended construction plans, oading conditions,and use.If they do not,it is the responsiblility of the General Contractor/Superintendent to provide rints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for prinUplan ® A Universal Forest Products Company For Ahanges by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site 155 Bay Read,PO Box 9616/Bekherfutcs.NLiL.01007/Phase:417-3?3-7247/Fjac 413413Me Approval unng construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE'REPAIR'MANUFACTURED TRUSSES IN ANY WA' ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED 13Y UFP. UFP WILL NO 19041338BF E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS'DONE WITHOUT PRIOR WRITTEN UTH RIZATI FROM FP oTruss Truss Type ySossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF 2F01 Floor 8 1 Job Reference(optional) UFP.UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s MaV2 2019 MiTek Industries,Inc. Fri Jul 19 13:15:21 2019 Page 1 ID:NpGi F6VCT_5zyRfGd5QcnOzPu23-v0 06BK60H W mfbgXFPpMf8hsRVQ4DRINu3VUioywVhK 0-1-8 2-6-0 , 1-9-81-11-0 1-9-8 , , 1-9-8 1-9-8 1-11-0 0-,1,-8 -T-f �- ----t �� Sdale-1:50.2 3x4 I 4x10= 3x8= 3x6= 4x10= 3x10 MT20HS FP- 3x4= 3x6= 0 1 2 3 4 5 6 7 8 9 10 11 1 13 14 15 0 aci , 27 to Io ^� 1 25 24 23 22 21 20 19 18 17 16 3x6= 3x6= 3x4= 4x12= 3x6 FP- 4x10= 3x6= 3x6= 302 MT18HS= 4-6-8 5-10-8 15-6-8 _ 30-0-0 4.6.8 1 4-0 9-8-0 14-5-8 _ Plate Offsets(X,Y)-- [12:0-1-8,Edge],[17:0-1-8,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 0.63 Vert(LL) -0.27 22-23 >673 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.39 22-23 >473 360 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.04 16 n/a n/a MT18HS 197/144 BCDL 10.0 Code IRC2015ITP12014 Matrix-S Weight:108 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, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:20-22,19-20. REACTIONS. (Ib/size) 25=726/0-3-8 (min.0-1-8),20=2186/0-3-8 (min.0-1-8),16=646/0-3-8 (min.0-1-8) Max Grav25=782(LC 3),20=2186(LC 1),16=727(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2845/0,3-4=-2845/0,4-5=-2845/0,5-6=-1729/298,6-7=-1729/298,7-8=0/3218, 8-9=0/3218,9-10=0/3218,10-11=-1659/642,11-12=-1659/642,12-13=-2546/0, 13-14=-2546/0 BOT CHORD 24-25=0/1915,23-24=0/2845,22-23=0/2734,21-22=-970/334,20-21=-970/334, 19-20=-1290/432,18-19=0/2546,17-18=0/2546,16-17=0/1746 WEBS 3-24=-311/4,8-20=-321/0,2-25=-2010/0,2-24=0/1028,7-20=-2869/0,7-22=0/1691, 5-22=-1235/0,5-23=0/722,10-20=-2694/0,10-19=0/1537,12-19=-1464/0,14-16=-1833/0, 14-17=-98/845 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 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 10-0-0 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)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 OF htq 4 JtJAN 1 -514 RALES-UT RA `� STRUM 21 CrSTEA ../ ��``NAi E._/ �►11-1!11� 07/21/2019 o russ Truss Type Qty YSossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19047338BF 2F01L GABLE 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. Fri Jul 19 13:15:23 2019 Page 1 ID:NpGiF6VCT 5zyRfGd5QcnOzPu23-sPL8XtMMwvmUuv_vNgsglZmL6lDhhTHgMN bnhywVhl 0-11-8 0-1-8 Scale=1:50.5 3x6 FP= 0 1 2 3 4 5 6 Tj 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 0 cn1 S 1 Sp S,t S 1 S 1 S 1 S 1 S 1 1 1 S 1 S 1 1 52 iM o 11 I, o , 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4- 3x6 FP= 3x4— 110 4 0 2-8-0 4-0.0 , 5-0-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 i6-0-0 17-4-0 18-8-0 20-0-0 21-4-0 22-8-0 240-0 25-4.0 26-8-0 28-0.0 29-4-0 0-0- 1-4��I 14-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1 1-4-0 1-4-0 1-4-01-4-0 -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 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 26 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-R Weight:90 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2(flat) REACTIONS. All bearings 30-0-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)50,26,49,48,47,46,45,44,43,42,41,40,38,37,36,35, 34,33,32,31,30,29,28,27 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.50 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard ZN4F JUAN I aaLES UTP 1 STRUcsu II 21 GISTSR <f NAL Tato 07/21/2019 Job, I Truss I russ Type 1QtY PlyISossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF 21`02 FLOOR 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. Fri Jul 1913:15:23 2019 Page 1 I D:NpGiF6VCT_5zyRfGd5QcnOzPu23-sPL8XtMMwvm UuvyNgsglZmGN 17rhPHgMN_bnhywVh I 0-1-8 H f 2-6-0 1-9-8 1-10-0 _, Scale=1:16.8 1.5x3 11 3x6= 1.5x3 11 1.5x3 11 1 2 3 4 3x4— 5 10 1.5x3= 8 7 3x4= 1.54 11 3x6= 3x6= 4-8-0 6-6-0 9-3-0_. 4-8-0 1-10-0 2-9-0- Plate Offsets(&)0= [4:0-1-8,Edge],(8:0-1-8,Edge] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.12 8-9 >937 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(CT) -0.21 8-9 >509 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2015,TP12014 Matrix-S Weight:33 Ib FT=20%F, 12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 210OF 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=538/0-3-8 (min.0-1-8),6=544/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1338/013-4=-1338/0 BOT CHORD 8-9=0/1176,7-8=0/1338,6-7=0/1338 WEBS 4-6=-1 410/0,2-9=-1232/0,2-8=0/372 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard OF bf q JUAN J. a RALES-UTP 134 V' STRUC1ur L 21 _ C/STEW ��iAt�,i-' ihnirr� 07/21/2019 o1338fuss Truss Type y Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19048E 2F03 FLOOR --777 1 Job Referenceoptional) UFP,UFP 20120 Run:8.310 s Mayy 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 13:15:25 2019Pagge 1 1D:NpGiF6VCT_5zyRfGd5QcnOzPu23-ooTuyYNcSWOC7C8IUFulq_rYp6na9GnzphTirZg hG 0-1-8 H 2-6-0 1-9-8—�` 7-0 I x--9-8 1-.9-8 Scale=1:25.5 1.5x3 ii 1.5x3= 4x8= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x8= 1.54 II 0 1 2 3 4 5 6 7 8 U T1 014 12 11 10 9 3x8= 4x6= 3x4= 4x8= 3x6= 4-8-0 6-3-015-2-8 _ 4-8-0 �— 1-7-0 8-11-8 Plate Offsets(X,Y)-- [11:0 1-S,Edge],[12:0 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 0.60 Vert(LL) -0.30 10-11 >596 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(CT) -0.4610-11 >388 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:60 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100E 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 285OF 2.3E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 13=895/0-3-8 (min.0-1-8),9=901/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3511/0,3-4=-3511/0,4-5=-3511/0,5-6=-3291/0,6-7=-3291/0 BOT CHORD 12-13=0/2269, 11-12=0/3511, 10-11=0/3840,9-10=0/2224 WEBS 3-12=393/0,2-13=-2383/0,2-12=0/1435,7-9=-2350/0,7-10=0/1180,5-10=-580/0,5-11=-544/209 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard OF 41%. JUAN I v RALES-Ul IRA tr� STRUCI Lt 21 CtSTEP ssi) 11 Epi F►7ri 07/21/2019 Job russ Truss Type Y �Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF GABLE 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. Fri Jul 19 13:15:26 2019 Page 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-G_iH9uOFCg831MjU2yPXMCOsLWFOugO62KDFOOywVhF 0N8 Scale=1:24.4 1 2 3 4 5 6 7 8 9 10 11 12 13 0 1 1 1 1 1 1 1 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4= 1-4-0 2-8-0 4-0-0 5.4.0 6-8-0 8-0.0 9 4 0 10 8 0 12-0-0 , 13-4-0 14-8-0 15-3-0, 1i i-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4 0 1 4-0 1 4-0 1-4-0 0-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (Itao) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-R Weight:46 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2(flat) REACTIONS. All bearings 15-3-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)26,14,25,24,23,22,21,20,19,18,17,16,15 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1) OTES1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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 10-0-0 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)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 JUAN I <.) RALES-UT STRUM L 21 CtSTEp` t�;%%l� SSADNA' 07/2 /2019 Job russ Truss Type QtY PlY Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413386E 2F04 FLOOR 7 1 Job Reference(optional) UFP,LFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 13:15:28 2019 Page 1 ID:NpGiF6VCT_SzyRfGd5QcnOzPu23-CN91 aaQVkROmyttANR?SdT6pJnuMe7PVeiMSuywVhD 0-1-8 H , 2-6-0 1-8-12 —_1-9-8 Scale:1/2".1' 1.5x3 II 1.54= 4x8= 1.54 II 1.5x3 II 3x8= 1.54 II 0 1 2 3 43x4— 5 6 7 FEE �13 11 10 9 8 3x8= 3x6= 1.54 II 4x8= 3x6= 5-4-8 7-1-4 14-3-4 5-4-8 1 8-12 7-2-0 Plate Offsets(X,Y)-- [4:0-1-8,Edge],j11:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DF_FL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.23 9-10 >737 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.32 9-10 >527 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:51 Ib FT=20%F, 12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=839/0-3-8 (min.0-1-8),8=845/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-331810,3-4=-3318/0,4-5=-3020/0,5-6=-3020/0 BOT CHORD 11-12=0/2083,10-11=0/3318,9-10=0/3318,8-9=0/2040 WEBS 6-8=-2156/0,2-12=-2188/0,6-9=0/1083,2-11=0/1358,5-9=-277/0,3-11=-270/0,4-9=-670/51 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard .�NpF itt4S IV:; JUAN J. RALES-UTP STRUM 21 G CISTEP �SSi N AIL ►n V 07/21/2019 Job. Truss Truss Type YSossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388F 2F04L GABLE 1 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s Ma 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 13:15:30 2019 Page 1 ID:NpGi F6VCT_5zyRfGd50rnO7Pu23-8lGn?GRIG2eU EzOFHoUTX2YXL7cKgdOizyBTXnywVhB 0}1{8 Scale=1:22.8 1 2 3 4 5 6 7 8 9 10 11 12 Tj1IV S71 1 '01 1011 ST I j]IL LI — gal — — — 24 23 22 21 20 19 18 17 16 15 14 13 3x4— 1-4-0 _ 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9 4-0 10-8-0 12-0-0 13-4-0 143-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 110 1-4-0 1-4 0 1 4 0 1 4 0 0 11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GWP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 13 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-R Weight:43 Ib FT s 20%F,120/cE LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2(flat) REACTIONS. All bearings 14-3-12. (lb)- Max Grav All reactions 250 lb or less at joint(s)24,13,23,22,21,20,19,18,17,16,15,14 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 oF tir . JUAN J. \ RALES-UT RA CIA STRUCTU L 21 CfSTF- e` S+vNAI V�"`` 07/21/2019 Job toss truss ype ySossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF 21`05 FLOOR 3 1 Job Reference(optional) UFP,UFP 2020 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MTek Industries,Inc. Fri Jul 1913:15:30 2019 Page 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-BIGn?GRIG2eU EzOFHoUTX2YPu7U EgXhizyBTXnywVhB 0-1-8 H` 2-6-0 1-11-0 --I F— 1 9 8_.-_.I f 0-11_12-1 ----1-9-8--- --�cale=1:29.5 1.54 If 1.5x3 II 1.5x3= 3x8= 1.5x3 II 3x4= 3x6 FP= 4x8= 3x4 II 4x4= 1.54 II c 1 2 3 4 5 6 7 8 9 10 61 019 ti -- M1 PO 17 16 15 14 12 3x8= 3x6= 1.5x3 II 410= 3x6 FP= 3x8= 1.54 II 4x4= 5-4-8 7-3-8 14-5-8 15-6-12 , 17-7-4 5-4-8 1-11-0 7-2-0 1-1-4 2-0-8 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[9:0-1-8,Edge],[11:Edge,0-1-81,[13:0-3-0,Edge],[17:0-1-8,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 0.52 Vert(LL) -0.19 15-16 >885 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.27 17-18 >627 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.04 13 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 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 18=798/0-3-8 (min.0-1-8),11=-72/0-3-8 (min.0-1-8),13=1357/0-3-8 (min.0-1-8) Max Upliftl I=-246(LC 3) Max Grav18=798(LC 1),11=146(LC 4),13=1357(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3031/0,3-4=-3031/0,4-5=-2726/0,5-6=-2726/0,6-7=-2726/0,7-8=-3/811,B-9=-3/811 BOT CHORD 17-18=0/1959,16-17=0/3031,15-16=0/3031,14-15=0/1385,13-14=0/1385,12-13=-811/3,11-12=-811/3 WEBS 9-11_3/892,2-18=-2057/0,2-17=0/1189,8-13=-432/0,7-13=-2165/0,7-15=0/1448,5-15=-288/0,4-15=-608/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 246 Ib uplift at joint 11. 3)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. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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)CAUTION,Do not erect truss backwards. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard ��NpF Mggo, ' JUAP! o S RA cA 1 STRUM L !I 21 CtSTEF` t, 07/21/2019 Job russ I russ Type Q1Y Ply Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF 21F06 FLOOR 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. Fri Jul 19 13:15:30 2019 Pa 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-81Gn?GRIG2eUEzO FHoUTX2YR07SEgXRizyBTXnywVhB 0-1-8 1 1 : - 2-6- 0 1-4-0 Scale=1:24.4 1.5x3 II 1.5x3= 4x8= 1.5x3 II 1.5x3 II 3x8= 1.5x3 II r�o 1 2 3 43x4= 5 6 7 d13 11 10 9 3x8= 3x6= 1.54 II 4x10= 3x6= 5-4-8 6-8-8 14-7-0 5-4-8 1-4-0 —i— 7-10-8 Plate Offsets(X,Y-- 4:0-1-8,Edge],[11:0-1-8 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 0.45 Vert(LL) -0.24 9-10 >731 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.33 9-10 >516 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:53 Ib FT=20%F, 12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=858/0-3-8 (min.0-1-8),8=864/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3431/0,3-4=-3431/0,4-5=-3372/0,5-6=-3372/0 BOT CHORD 11-12=0/2141,10-11=0/343119-10=0/343118-9=0/2093 WEBS 6-8=-2212/0,2-12=-2249/0,6-9=0/1351,2-11=0/1392,5-9=-309/0,3-11=-267/0,4-9=-490/273 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard �HoF M kv- JUAN J. RA��`I U RALES-UTP STRUM L 21 Is ��f1a1se1�� 07/21/2019 Job. I fuss Truss Type ply Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF 2F07 FLOOR 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. Fri Jul 19 13:15:31 2019 Pagge� 1 3x4= ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-dxgACcSN1MmLr7bSrW?i3F5i6Wy4Z4._rCcw03DgVhA 1-0-0 1-2-0 1 1.5x3 II 3x4— 4 1.54 II Scale=1:7.6 T1 W1W2 W2 W1 81 1.54 II 1.54 II 8 7 6 3x4= 3x4= 1-3-0 2-5-0 3-8-0 1-3-0 1-2-0 1-3-0 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 L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:15 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x4 SPF 210OF 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=213/0-3-8 (min.0-1-8),8=213/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-5=-257/0,2-8=-257/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 4)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard ZNOF b!q .� JUAN I � RALES-0 RA CA STRUM 21 CIST tai SSiONAIL 07/21/2019 Job russ russ ype ISossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413386E F01 Floor 13 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 Mi7ek Industries,Inc. Fri Jul 1913:15:33 2019 Page 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-ZKywdHUeZz135RIgyx1A9gAu6KW51rH8twP776ywVh8 0-4-8 i 110-1 ii 26-0 1-981 1-9-8 i F1-6-13� F 1-10-1048 e=1:50.5 3x4= 3x4 11 400= 6x6_ 6x6= 3x4= 3x4= 4x12= 3x10 MT20HS FP= 3x4= 3x4= 3x4= 1 30 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3117 Id, 29 28 27 26 25 24 23 22 21 20 19 18 4x12= 3x4= 506= 3x6 FP= 412= 400= 4x12= 08-4 4-11-9 6-4-1015-4-2 23-2-10 24-9-7 ,_ 28-11-4 a9-9-0 8- 4-3 5 1-5 1 8-11-8 7-10-8 1_6_1.3_ 4_-1-13 __d-_9-1'2 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edgel,[17:0-2-5,Edge],[26:0-1-8,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) -0.21 25-26 >840 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(CT) -0.35 25-26 >519 360 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.02 17 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight: 108 Ib FT=20%F, 12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 2100F 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:24-25,22-24. REACTIONS. (Ib/size) 1=737/0-4-0 (min.0-1-8),17=608/0-4-0 (min.0-1-8),24=2325/0-5-4 (min.0-1-9) Max Grav1=798(LC 3),17=683(LC 4),24=2325(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-30=-1552/0,2-30=-1551/0,2-3=-1548/0,3-4=-1548/0,4-5=-2921/0,5-6=-2921/0, 6-7=-2330/0,7-8=-2330/0,8-9=0/3415,9-10=0/3415,10-11=0/3415,11-12=-1718/544, 12-13=-1718/544,13-14=-2247/0,14-15=-1317/0,15-16=-1317/0,16-31=-1316/0, 17-31=-1321/0 BOT CHORD 27-28=0/2921,26-27=0/2921,25-26=0/2936,24-25=-939/469,23-24=-1431/123, 22-23=-1 431/123,21-22=0/2247,20-21=0/2247,19-20=0/2247 WEBS 9-24=-339/0,1-28=0/1684,8-24=-3191/0,8-25=0/2163,4-28=-1447/0,7-25=-259/0, 17-19=0/1433,11-24=-2701/0,15-19=-261/0,11-22=0/1909,14-19=-980/161,12-22=-282/0, 6-25=-810/0,6-26=-25/549,13-22=-1125/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 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 10-0-0 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) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-5=-100,5-10=-121,10-17=-100 OF ti(4.Qn 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 'meq Uniform Loads(plf) y1 C.t Vert:18-29=-20,1-5=-100,5-10=-121,10-17=-100 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 JUANJ. Uniform Loads(plf) S�T RA t/' Vert:18-29=-20,1-5=-100,5-9=-1211 9-10=-41,10-17=-20 v STf2UC�Uf 1- 21 , Continued on page 2 _ 07/21/2019 ocuss cuss YPe Y �Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 790413388E Fol Floor 13 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. Fri Jul 19 13:15:33 2019 Page 2 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-ZKywdHUeZz135Rlgyxl A9gAu6KW51 rH8twP776ywvh8 LOAD CASE(S) 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-5=-20,5-9=-41,9-10=-121,10-17=-100 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-5=-100,5-9=-121,9-10=-41,10-17=-20 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-5=-20,5-9=-41,9-10=-121,10-17=-100 7)1 st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-30=-20,5-30=-100,5-9=-41,9-10=-1211 10-31=-100,17-31=-20 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-4=-20,4-5=-100,5-10=-121,10-31=-100,17-31=-20 9)3rd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-30=-20,5-30=-100,5-10=-121,10-14=-100,14-17=-20 10)4th chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-30=-20,5-30=-100,5-9=-121,9-10=-41,10-13=-20,13-31=-100, 17-31=-20 11)5th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-30=-20,5-30=-100,5-9=-41,9-10=-121,10-31=-100,17-31=-20 12)6th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-4=-20,4-5=-100,5-10=-121,10-31=-100,17-31=-20 13)7th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-30=-20,5-30=-100,5-10=-121,10-14=-100,14-17=-20 14)8th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-29=-20,1-30=-20,5-30=-100,5-9=-121,9-10=-41,10-13=-20,13-31=-100, 17-31=-20 JUAN J. � t�AtESUT RA STRUL'1 21 IST A W SS+�NAL �►►Tvii" 07/21/2019 Job cuss TrussTypeQtY Ply �Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF F02 FLOOR 3 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. Fri Jul 19 13:15:34 2019Pagge 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-1 WWlydUGKH9wibK1 WeYPhuj5XksamK81ua9ggYywVh7 0-6-0 1.10-1 2-6-0 ,1 1-6-13 0-11-2 i 1-9-8 ,ale=1:29.4 3x4 11 6x6=3x4= 1.5x3 II 3x4= 3x4= 1.54 11 4x8= 3x6 FP= 3x6= 1.50 11 1 21 2 3 4 5 6 7 8 9 10 11 20' 19 18 17 16 15 13 4x12= 1.5x3 II 1.54 II 4x10= 3x6 FP= 3x8= 1.5x3 II 3x6= 0-9-12 4-11-9 6-66 14-4-14 15-5-8 17.6.0 0-9-12 4-1-13 1-6-13 7-10-8 1-0-10 2-0-8 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge],[10:0-1-8,Edge] [14:0-3-0,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 0.54 Vert(LL) -0.21 16-17 >816 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.30 16-17 >566 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:64 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-14,12-13. REACTIONS. (Ib/size) 12=-102/0-3-8 (min.0-1-8),1=772/0-4-0 (min.0-1-8),14=1369/0-5-4 (min.0-1-8) Max Upliftl2=-275(LC 3) Max Grav 12=127(LC 4),1=772(LC 1),14=1369(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-1500/0,2-21=-1498/0,2-3=-1496/0,3-4=-1496/0,4-5=-2791/0,5-6=-2620/0,6-7=2620/0,7-8=0/882, 8-9=0/882,9-10=0/882 BOT CHORD 18-19=0/2791,17-18=0/2791,16-17=0/2791,15-16=0/1266,14-15=0/1266,13-14=-882/0,12-13=-882/0 WEBS 9-14=-454/0,1-19=0/1627,7-14=-2114/0,7-16=0/1464,4-19=-1369/0,6-16=-336/0,5-16=-468/101,10-12=0/969 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 275 Ib uplift at joint 12. 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 10-0-0 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 '�N4F Mq 'C JUAN J. RALES-UT STRUCTu 1 21 CfSTEA HL 'RS+ONAk- ►Tl'1►t�1 07/21/2019 oTruss I russ I ype YSossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF F03 FLOOR 1 1 - __ _ Job Reference(optional) UFP.UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 sMay 22 2019 MiTek Industries,Inc. Fri Jul 19 13:15:36 2019 Page 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-zve3GJW Wsu PeyuUPe3btmJoR6XU4EE0aLuenkQywVh5 0-6-0 1.10.1 1 — 2-6-0 F 1-8-9 Scale=1:24.4 6x6= 3x4= 1.5x3 3x6= 1.5x3 II 3x8= 1.54 II 1 15 2 3 4 53x4=TO 6 7 8 14 13 12 11 10 402= 1.54 II 1.5x3 II 4x10= 3x6= 0.9-12 4-11-9 6-8-2 14-6-10 O 9 1212 I 4-1-13 1 8_-9 7-10-8 Plate Offsets X Y)-- [4:0-1-8,Edge],-[5:0-14Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.26 10-11 >648 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.38 10-11 >446 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:52 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, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=838/0-4-0 (min.0-1-8),9=847/0-5-4 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-1633/0,2-15=-1631/0,2-3=-1629/0,3-4=-1629/0,4-5=-3202/0,5-6=-3290/0,6-7=-3290/0 BOT CHORD 12-13=0/3202,11-12=0/3202,10-11=0/3202,9-10=0/2044 WEBS 7-9=-2160/0,1-13=0/1771,7-10=0/1317,6-10=-330/0,4-13=-1658/0,5-10=-379/368 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard QF ti14��`�` \ JUAN I 0 RALES-UTRA STRUM 21 .- CISTEP `4 07/21/2019 o• Truss Truss TypQtyeIly Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388E F04 FLOOR 5 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. Fri Jul 19 13:15:36 2019 Pa1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-zve3GJWWsuPeyuUPe3btmJoVIXaaEH8aLuenkQywVgge h5 0-6-0 H__ _ 1-10-1 2-6-0 �_- 1-5-3 Scale=1:16.9 6x8= 3x4= 1.5x3 11 3x4= 1.5x3 1 12 2 3 4 5 3x4= 6 11 10 9 8 3x8= 1.5x3 1.54 11 3x4= 01 -12 4-11-9 6-4-12 9-1-12 0-9-12 4-1-13 1-5-3 f 2-9-0 Plate Offsets(X,Y)-- [4:0-1-8,Edge),[5:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.08 9-10 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(CT) -0.11 9-10 >933 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:33 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 2100F 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=514/0-4-0 (min.0-1-8),7=522/0-5-4 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-977/0,2-12=-972/0,2-3=-975/0,3-4=-975/0,4-5=-1243/0 BOT CHORD 9-10=0/1243,8-9=0/1243,7-8=0/1243 WEBS 5-7=-1310/0,1-10=0/1060,3-10=-257/0,4-10=-390/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2015 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard �H0 M JUAN J. v a1�LES UT RA STRUCTU 1 21 CIST? i►►rlrr��T� 07/21/2019 o ruSS Truss Type UlY PlY �Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338BF F05 Floor 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. Fri Jul 19 13:15:38 2019 Page 1 3x4=_ ID:NpGiF6VCT 5zyRfGd5QcnOzPu23-vllpq?XmOWfMBCdolUdLskutLLKaiDCtpC7upJywVh3 1-0-0 - --- 1-2-0 1 1.5x3 II � 3 1 3x4- 4 1.5x3 I Scale=1:7.6 T1 W1 W2 W2 W1 d B1 1.5x3 II 1.5x3 II 8 7 6 3x4— 3x4= 1-3-0 I 2-5.0 3-8-0 1-3-0 1-2-0 1-3-0 Plate Offsets(X,Y)-- [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(CT) -0.01 7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:15 Ib FT=20%F,12%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x4 SPF 210OF 1.8E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=744/0-3-8 (min.0-1-8),8=744/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-710/0 BOT CHORD 7-8=01710,6-7=0/710,5-6=0/710 WEBS 3-5=-900/0,2-8=-900/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-20,1-4=-400 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-20,1-4=-400 3)1 st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-20, 1-3=400,3-4=-320 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-20,1-2=-320,2-4=-400 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 HQF M • Uniform Loads(plf) y� ��•4. Vert:5-8=-20,1-3=-400,3-4=-320 �' u 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 JUAN J- Uniform Loads(plf) Vert:5-8=-20, 1-2=-320,2-4=-400 ��UTF RA STRUCIUF L 21 G?STEA r -)-111 07/21/2019 DATE07/19/19 PAGE 1 REQ.QUOTE DATE ! / ORDER# ORDER DATE / ! QUOTE# 19041338B DELIVERY DATE / / 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 JOBSITE PHONE# ( ) SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Sossa-Craftsman Farmhouse LOT# 2 SUBDIV: S ° 24 West St MODEL:Meadow Run TAG:ROOF JOB CATEGORY: Residential D T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: ° (413) 247-8300 s Sossa-Craftsman Farmhouse i SPECIAL INSTRUCTIONS: p 2 Meadow Run 7/11/19 plan set. o Northampton, MA 01035 BY DATE BUILDING DEPARTMEN OVERHANG INF hi EEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE JPK ;07/18/19 Roof Trusses END CUT RETURN I I LAYOUT / / PLUMB NO I GABLE STUDS 24 IN.OCI JOBSITE 1 JOBSITE 11 CUTTING I JPK 07/18/19 ROOF TRUSSES LOADING TCLL-TCDL-BOLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 35.0,15.0,0.0,10.0 1.15 PROFILE QTYJ PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT PRICE PRICE JACK-CLOSED GSI 4 6.36 0.00 J01 03-04-15 03-04-15 Jul NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. A i JACK-CLOSED e_l� 28 9.00 0.00 J02 02-06-00 1 02 06-00 12 X 412 X 4 00-10-08 J02 NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. MONOPITCH 1 I 5.00 0.00 M01 12-00-00 12-00-00 2 X 4 2 X 4 00-10-08 ® COMMON 5 5.00 0.00 T01 24-00-00 24-00-00 2 X 412 X 4 00-10-08 00-10-08 T01 NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. ® 6 l 5.001 0.00. COMM24-00-00 1 24-00-00 2 X 4 2 X 4 00-10-08 T01A NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. ® COMMON 1 5.00 0.00 T01 GE 24-00-00 1 24-00-00 2 X 4 2 X 4 00-10-08 00-10-08 T01GE NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. 15 9.00 0.001 COM0Z0N 30-00-001 30-00-00 2 X 6 2 X 4 00-10-08 100-10-08 1 1 T02 NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. ® GABLE 2 9.00 0.00 T02GE 30-00-00 30-00-00 2 X 6 2 X 6 00-10-08 00-10-08 T02GE NOTES: Engineering Notes: Additional 5 psf added to top chord dead load for solar/PV panels. ROOF SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES P FT-IN-16 RICE PRICE DATE 07/19/19 PAGE 2 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19041338B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# 7 y ORDERED BY Andy Clogston 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:Sossa-Craftsman Farmhouse LOT# 2 SUBDIV: 5 i 24 West St MODEL:Meadow Run TAG:ROOF JOB CATEGORY: Residential 0 T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: (413) 247-8300 s Sossa-Craftsman Farmhouse ? SPECIAL INSTRUCTIONS: P 2 Meadow Run 7/11/19 plan set. o Northampton, MA 01035 BY DATE BUILDING DEPARTMENTRETURN OVERHANG INF HEEL HEIGHT 01-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE JPK 07/18/19 Roof Trusses END CUT LAYOUT PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBS[] 1 CUTTING JJPK :07/18/19 ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTESNIT 4 Hanger HJC26 FT-IN-16 RICE PRICE 24 Hanger JL26 ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL UO a IS based on current design values a e Ime o quote (lumber, IEWF, 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 Possible wall plate crushing issues. See individual truss drawings for details. m = a 5 'IF 8 �. m ' zc o: rJ + V N y C oil 52'0" _ 29'4" JL ^n'O. GG Sossa-Craftsman Farmhouse I A U PLACEMENT DIAGRAM ONLY. These trusses are designed as individual-bur ing components to be orporated into the building design at the specification of the building designer. See individual design sheets for eacf nc Roof Framin russ design identified on the placement drawing. The building designer is responsible for temporary and permanent bracin f the roof and floor system and for the overall structure. The design of the truss support structure including headers,beam UFP Belchertown L L Lot-2 Meadow Run Northampton, MA alts and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing c ood trusses'available from the Truss Plate Institute.583 D'Onifrio Drive;Madison,WI 53179.It is the responsibliliry of the 7/18/2019 By: J K eneral Contractor/Superintendent to verity that the provided truss layout shall match the final intended construction plans, oading conditions,and use.If they do not,it is the responsiblility,of the General Contractor/Superintendent to provide .� rints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan A Universal Forest Products Company For Approval anges by others after final approval ofshop drawings,nor will they be responsible for errors or rnod�cations made on-site 195 Bay Read,PO Bos go likkiii s..,MA.s1N71 Pkoaur ill-T-A72i7/Pse 613-T_3-;'.Bs __ - __ urtng construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE'REPAIR"MANUFACTURED TRUSSES IN ANY W/ ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NO i 19041338B E HELD ZA SPO SIBM UFP ANY MODIFICATIONS OR"CHARGE BACKS'DONE WITHOUT PRIOR WRITTEN O russruns ype Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338B J01 JACK-CLOSED 4 1 Jab Reference(optional) UFP,UFP 20/20 - - Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:28 2019 Page 1 ID:NpGiF6VCT 5zyRfGd5QcnOzPu23-GfaZ7381la8r3EJyrcW25opahEM8lVgiAQL3xPywXzT -1-2-14 3-4-15 1-2-14 3-4-15 Scale=1:16.7 3 2x4 1 6.36 12 6 3x4 11 1 W2 2 t B1 4 5 2x4 11 2x4 11 i 3-4-15 3-4-15 LOADING (psf) SPACING- 2-00 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.00 4-5 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 4-5 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC2015ITP12014 Matrix-MR Wind(LL) 0.00 4-5 >999 360 Weight:13 Ib FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-15 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=356/0-7-6 (min.0-1-8),4=156/Mechanical Max Horz 5=65(LC 12) Max Uplift5=-10(LC 12),4=-37(LC 12) Max Grav5=366(LC 18),4=172(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-333/122 NOTES- (10) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf:BCDL=S.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 11,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. 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)5,4. 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)Additional 5 psf added to top chord dead load for solar/PV panels. LOAD CASE(S) Standard JUAN J. HALES-UT RA u' STRUCT U l CfST N �t 07/21/2019 Job FUSSTJICK oss ype Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388 J02 -CLOSED 28 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. Fri Jul 19 10:39:29 2019 Pagge 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-kr8xKP9wouGihOu8PK1He?LncejdlxvrP45dTsywxzS 0-10-8 2-6-0 0 10-8 2-6-0 Scale a 1:17.1 2" II 3 9.00 22 6 2x4 11 1 W2 2 t B1 4 6 2x4 11 2x4 11 2-6-0 ~ 2-6-0 � LOADING(psf) SPACING- 2-0-0 CSI. DEFL_ in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 4-5 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 Matrix-MR Wind(LL) 0.00 4-5 >999 360 Weight:11 Ib FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=258/0-5-8 (min.0-1-8),4.109/Mechanical Max Horz 5=66(LC 12) Max Uplift4=-45(LC 12) Max Grav 5=269(LC 18),4=116(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;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)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)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)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)Additional 5 psf added to top chord dead load for solar/PV panels. LOAD CASE(S) Standard I JUAN J. RALES-UTP RA u' STRUCT U i C i3T tati �S�IVAtE� 07/21/2019 Job russ Truss TypeplySossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388 M01 Monopitch Supported Gable 1 1 Job Reference(optional) UFP,UFP 20120 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 1910:39:31 2019 Page� 1 I D:NpGiF6VCT_5zyRfGd5QcnOzPu23-gEGil5ABKV WQwi2X W 14ljQR5dSOFVgw8sNajXkywXzQ 0-10-8 12-0-0 0 10 8 12-0-0 2x4 11 Scale=1:30.1 7 5.00 12 5 13 4 1 3 T T 2 ri Hl Hl IH 3x4- 12 11 10 9 8 2x4 I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 1 n/r 180 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.11 Vert(CT) 0.01 1 n/r 80 BCDL15.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 n/a n/a BCDL 10.0 BC0.0 ' Code IRC2015/TPI2014 Matrix-P Weight:48 Ib FT=20% _ LUMBER- BRACING- TOP CHORD 2x4 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 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 12-0-0. (lb)- Max Horz 2=154(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)8,9,10,11,12 Max Grav All reactions 250 Ib or less at joint(s)8,11 except 2=296(LC 19),9=320(LC 19),10=323(LC 19), 12=470(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-253/118 WEBS 6-9=-278/106,5-10=-279/110,3-12=-387/209 NOTES- 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;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 ll;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 lb uplift at joint(s)8,9,10,11,12. 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. OF 41 Qn LOAD CASE(S) Standard S-UT RA CA STRUCI Ur 21 IST $SINAL �1 07/21/2019 Job rus3 NSS YPe Y Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388 TO7 COMMON 5 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 1910:39:33 2019 Pa gge1 ID:NpGiF6VCT_SzyRfGd5QcnOzPu23-ddOSAnCRs6m89?Cwe96DOrWOIF_GzigRKh3gcdmr o VON8 6-5-1 12-0-0 17-6-15 24-0-04-10-$ -10- 6-5-1 5-6-15 5-6-15 6-5-1 b 10-8 Scale=1:40.9 5x6= 4 5.00 F12 11.54 X\ 181.5x3 3 17 5 CE Ch i 2Al 02 8 7 10 9 8 5x6= 3x4= 3x4= 3x4= 5x8 8-7-1 15-4-15 24-0-0 8-7-1 6-9-15 8-7-1 Plate Offsets(X,Y)-- (2:0-0-0,0-1-71,[6:0-0 0,0 1-7) _ 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) -0.13 8-10 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.20 8-10 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.06 6 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.05 8-10 >999 360 Weight:82 Ib FT-20% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E 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 WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SPF No.2,Right:2x4 SPF No.2 Installation guide. REACTIONS. (Ib/size) 2=1528/0-5-8 (min.0-2-6),6=1528/0-5-8 (min.0-2-6) Max Horz 2=-58(LC 13) Max Uplift2=-83(LC 12),6=-83(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2746/624,3-17=-2352/554,4-17=-2333/576,4-18=-2333/576,5-18=-2352/554, 5-6=-2746/624 BOT CHORD 2-10=-474/2424,9-10=-233/1670,8-9=-233/1670,6-8=-474/2424 WEBS 4-8=-148/806,5-8=-680/257,4-10=-148/806,3-10=-680/257 NOTES- (9) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. 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 top chord dead load for solar/PV panels. LOAD CASE(S) Standard W 4 JUAN.1. � v0 kALES-UT RA v' STRUCIU 21 CtSTE ` *� ��RT►111/ 07/21/2019 Job cuss Truss Type Qty Y FJb a Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338B T01A COMMON 6 1 Reference(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:34 2019 Page 1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-5pygN7D3dQu?n9n6CtdSL33UTfJui8waZLoN83ywXzN UU110-$ 6-5-1 12-0-0 17-6-15 24-0-0 11 6-5-1 5-6-15 5-6-15 6-5-1 Scale=1:40.0 5x6= 4 5.00 12 1.5x3 16 171.5x3 3 5 ul 1 2 6 62 9 8 7 5x6= 3x4= 3x4= 4x4= 5x6= 8-7-1 15-4-15 24-0-0 8-7-1 T 6-9-15 8-7-1 Plate Offsets(X,Y)-- [2:0-0-0,0-1-3]3[6:0-0-0,0-1-3] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.17 7-9 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.24 7-9 >999 180 TCDL 15.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.07 6 n/a n/a BCLL 0.0 Code IRC2015ITP12014 Matrix-MS Wind(LL) 0.05 7-9 >999 360 Weight:81 Ib FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-4-15 cc purlins. BOT CHORD 2x4 SPF 2100F 1.8E 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 WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SPF No.2,Right:2x4 SPF No.2 Installation guide. REACTIONS. (Ib/size) 6=1888/0-5-8 (min.0-2-15),2=1679/0-5-8 (min.0-2-10) Max Horz 2=62(LC 12) Max Uplift6=-71(LC 13),2=-83(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3105/627,3-16=-2717/559,4-16=-2602/578,4-17=-2951/582,5-17=-2980/560, 5-6=-3577/631 BOT CHORD 2-9=-503/2751,8-9=-262/2025,7-8=-262/2025,6-7=-508/3141 WEBS 4-7=-154/1108,5-7=-995/260,4-9=-148/770,3-9=-648/257 NOTES- (10) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;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)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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,2. 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)Load case(s)1,2,3,4,18,19,20,22,23,24,25 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)Additional 5 psf added to top chord dead load for solar/PV panels. LOAD CASE(S) Standard Except: ,`�ZNIDF&14 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) � Vert:1-4=-100,4-6=-150,10-13=-20 DUAN J. 2)Dead+0.75 Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 RALES UTP .RA ! 4, RUCIUF L Continued on page 2 21 GISTEP` rryiy 01 07/21/2019 Job _ niss truss type QtY Ply Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338B T01A COMMON 6 1 Job Reference(optional) UFP.UFP 20120 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:35 2019 Page 2 1D:NpGiF6VCT_5zyRfGd5QcnOzPu23-5pygN7D3dQu?n9n6CtdSL33UTfJui8waZLoN82ywXzN LOAD CASE(S) Standard Except: Uniform Loads(plf) Vert:1-4=-83,4-6=-120,10-13=-20 3)Dead+0.75 Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-16=-83,4-16=-105,4-6=-83,10-13=-20 4)Dead+0.75 Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-46,4-17=-144,6-17=-120,10-13=-20 18)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-170,2-4=-30,4-6=-80,10-13=-20 19)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-16=-100,4-16=-130,4-6=-101,10-13=-20 20)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-51,4-17=-182,6-17=-150,10-13=-20 22)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-71,2-4=-76,4-6=-113,10-13=-20 Horz:1-2=-11,2-4=-7,4-6=7 23)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60, Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-71,2-4=-75,4-6=-113,10-13=-20 Horz:1-2=-12,2-4=-7,4-6=7 24)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60, Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-65,2-4=-70,4-6=-115,10-13=-20 Horz:1-2=-17,2-4=-13,4-6=5 25)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-73,2-4=-78,4-6=-107,10-13=-20 Horz:1-2=-9,2-4=-5,4-6=13 OF tif JUAN J. RALES-UT RA `�I sraUC1U 1 1ST A Hti NAI 111 07/21/2019 Job ruse Truss Type Y =SossaCraftsman Farmhouse-2 Meadow Run Northampton,MA 19041338B T01GE Common Supported Gable 1 1nce(optional) UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:36 2019 Page�1 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-1 C3bopEJ818jOTwVJlgwOU8zQT65A58tOfHUDyywXzL -0-10-$ 12-0-0 24-0-0 __ 0-10- 12-0.0 —� 12-0-0 ----- 410 Scale.1:41.3 4x4= 7 6 8 5.00 12 5 9 23 24 q 10 3 T I. 11 2 12 13 M ILLI �o 3x4— 22 21 20 19 18 17 16 15 14 3x4= 5x6= 24-0-0 — 24-0-0 Plate Offsets(X,Y)-- f16:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 13 n/r 180 MT20 197/144 (Roof Snow-35.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 13 n/r 80 BCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 12 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TP12014 Matrix-S 1 Weight:91 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E 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 24-0-0. (lb)- Max Horz 2=-58(LC 17) Max Uplift All uplift 100 Ib or less at joint(s)2,19,20,21,22,17,16,15,14,12 Max Grav All reactions 250 Ib or less at joint(s)18,21,15 except 2=304(LC 1),19=318(LC 19),20=321(LC 19), 22=468(LC 1),17=318(LC 20),16=321(LC 20),14=468(LC 1),12=304(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 6-19=-280/87,5-20=-274/96,3-22=-368/161,8-17=-280/87,9-16=-274/96,11-14=-368/161 NOTES- (13) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;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, 19,20,21,22, 17, 16,15,14,12. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. tNOF h 13)Additional 5 psf added to top chord dead load for solar/PV panels. aaL n LOAD CASE(S) Standard JUAN J. .34 -S-UTI RA STRUCI LI L 21 CISTE� �SSIONAI.E-' n 07/21/2019 Job russ Truss Sossa Craftsman farmhouse-2 Meadow Run Northampton,MA 190413388 T02 COMMON 15 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. Fri Jul 1910:39:38 2019 Page 1 ID:NpGi F6VCT_SzyRfGd5QcnOzPu23-zaBLD UGagfOQGm4tRjiOVvDBCGZI esaAUzmbHgywXzJ CL10r8 7-7-12 15-0 0 22-4-4 30-0-0 3 -1 -8 0.10 88 7-7-12 7-4-4 +— 7-4-4 7-7-12 0-10.8 6x6= Scale-1:73.0 9.00 12 6 24 5x6 5x6 v 523 7 2x4\\ 2x4 4 8 4x4 3 1 4x4 0 2 1 10 At 25 26 14 27 13 28 12 29 30 4x4= 3x10 MT20HS 4x4= 5x8 II 5x8 11 10-1-3 19-10-13 30-0-0 10-1-3 I 9-9-11 10-1-3 Plate Offsets(X,Y)-- [2:04-10,0-0-4],[10:0-4-10,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.30 12-14 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.4712-14 >760 180 MT20HS 148/108 TCDL 15.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.07 10 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.03 14-17 >999 360 Weight:157 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SPF No.2-D 1-11-12,Right 2x6 SPF No.2-D 1-11-12 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1888/0-5-8 (min.0-2-15), 10=1888/0-5-8 (min.0-2-15) Max Horz 2=255(LC 11) Max Uplift2=-84(LC 12),10=-84(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-906/46,3-4=-2292/418,4-5=-2118/509,5-23=-1970/522,6-23=-1922/549, 6-24=-1922/549,7-24=-1970/522,7-8=-2118/509,8-9=-2292/418,9-10=-905/46 BOT CHORD 2-25=-167/1866,25-26=-167/1866,14-26=-167/1866,14-27=0/1256,13-27=0/1256, 13-28=0/1256,12-28=0/1256,12-29=-167/1718,29-30=-167/1718,10-30=-167/1718 WEBS 6-12=-235/1006,8-12=-676/338,6-14=-235/1006,4-14=-676/338 NOTES (10) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.0psf;BCDL=S.Opsf;h=24ft;Cat.11;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)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=10.0psf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10. 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 top chord dead load for solar/PV panels. LOAD CASE(S) Standard OF Al pA JUAN J. .� RALES-UT RA �'1 STRUCTU 1 21 c _ CIS-TEA `: ��• �iT11111� 07/21/2019 Job fuss Truss Type QtY Ply Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338B T02GE GABLE 2 1 Job Reference(optional) UFP.UFP 20/20 Run:8.31 0 s Ma 22 2019 Print:8.310 s Ma yy 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:41 2019 Page 1 ID:NpGiF6VCT_5zyRfGd50cn0zPu23-09tUrWISzZm?7EpS6rF57XreOUiLrFgcAx?Fu9ywXzG -Q-10r8 7-6 4 15-0-0 22-5-12 30-0-0 _ 3 -1 -8 0`--10 8 7-6-4 7-5-12 7-5-12 - 1 7-6-4 '8 502 11 Scale=1:76.2 9.00 12 5 51 5x6 5x8 O 4� 6 2x4\\ xx 2x4 3 0 4x11 7„ sr 0 614 Sig "q 191 4x1 1 4 II 010 I 2 1 0 II 1 HWt MRI 52 53 54 55 12 56 57 58 59 11 60 61 62 10 63 64 65 66 67 l� HJC26 JL26 JL26 JL26 6x6= JL26 JL26 5x8= 6x6= JL26 JL26 HJC26 6x10 II 600 11 JL26 JL26 JL26 JL26 JL26 10-0-3 19-11-13 30-0-0 10-0-3 9-11-11 10-0-3 Plate Offsets(X,Y)- [2:0-0-3,0-0-41,[2:0-0-610-5-61,18:0-0-6,0-5-61,[8:0-0-3,0-0-41,[10:0-3-0,0-3-41,[12:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.1810-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.2910-12 >999 180 BCDL 15.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.04 8 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.10 10-12 >999 360 Weight:265 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 5-10,5-12 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x6 SPF No.2,Right:2x6 SPF No.2 Installation guide. REACTIONS. (Ib/size) 2=2688/0-5-8 (min.0-4-3),8=2687/0-5-8 (min.0-4-3) Max Horz 2=255(LC 9) Max Uplift2=-523(LC 10),8=-523(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3257/639,3-4=-2988/701,4-50=-2806/716,5-50=-2759/742,5-51=-2761/743, 6-51=-2808/716,6-7=-2989/702,7-8=-3258/640 BOT CHORD 2-52=-531/2557,52-53=-531/2557,53-54=-531/2557,54-55=-531/2557,12-55=-531/2557, 12-56=-250/1704,56-57=-250/1704,57-58=-250/1704,58-59=-250/1704,59-60=-250/1704, 11-60=-250/1704,11-61=-250/1704,61-62=-250/1704,62-63=-250/1704,10-63=-250/1704, 10-64=-432/2448,64-65=-432/2448,65-66=-432/2448,66-67=-432/2448,8-67=-432/2448 WEBS 5-10=-474/1555,7-10=-719/245,5-12=-473/1553,3-12=-719/244 NOTES- (16) 1)Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp C;Enclosed;MW FRS (envelope);cantilever left and right exposed;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 11;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 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. OF M, , 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=5 t� 8=523. y> , 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referen standard ANSI/TPI1. NJ. �` 12)Use USP HJC26(With 16-16d nails into Girder&1 Od nails into Truss)or equivalent spaced at 24-11-4 oc max.starting at 2-6-6 RALES-UT jUANIJ. l�A the left end to 27-5-10 to connect truss(es)J02(1 ply 2x4 SPF),J01 (1 ply 2x4 SPF),J02(1 ply 2x4 SPF),J01 (1 ply 2x4 SPF)t atilt face of bottom chord. STRUM L Continued on page 2 21 CIST R t:`�%C NA",E./ nl 07/21/2019 Job cuss Truss Type Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413386 T02GE GABLE 2 1 Job Reference(optional) UFP,UFP 20/20 Run:8.310s May 22 2019 Print:8.310 s Mayy 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:41 2019 Page 2 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-09tUrWISzZm?7EpS6rF57XreOUiLrFgcAx?Fu9ywXzG NOTES- (16) 13)Use USP JL26(With 6-10d nails into Girder&4-10d x 1-1/2 nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 4-6-12 from the left end to 25-5-4 to connect truss(es)J02(1 ply 2x4 SPF)to back face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 16)Additional 5 psf added to top chord dead load for solar/PV panels. LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-100,5-9=-100,44-47=-20 Concentrated Loads(lb) Vert:52=-237(B)53=-94(B)54=-94(B)55=-94(6)56=-94(B)58=-94(B)59=-94(B)60=-94(B)61=-94(B)63=-94(B)64=-94(B)65=-94(B)66=-94(B)67=-237(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-83,5-9=-83,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Concentrated Loads(lb) Vert:52=-195(8)53=-77(B)54=-77(8)55=-77(B)56=-77(8)58=-77(B)59=-77(B)60=-77(B)61=-77(B)63=-77(B)64=-77(8)65=-77(B)66=-77(B)67=-195(6) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-50=-83,5-50=-120,5-9=-46,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Concentrated Loads(lb) Vert:52=-195(6)53=-77(B)54=-77(B)55=-77(B)56=-77(B)58=-77(B)59=-77(B)60=-77(B)61=-77(B)63=-77(B)64=-77(B)65=-77(B)66=-77(B)67=-195(6) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-46,5-51=-120,9-51=-82,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Concentrated Loads(Ib) Vert:52=-195(8)53=-77(B)54=-77(B)55=-77(8)56=-77(B)58=-77(B)59=-77(B)60=-77(B)61=-77(B)63=-77(B)64=-77(B)65=-77(B)66=-77(B)67=-195(B) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-30,5-9=-30,44-47=-40 Concentrated Loads(lb) Vert:52=-74(B)53=-30(B)54=-30(8)55=-30(B)56=-30(B)58=-30(6)59=-30(B)60=-30(B)61=-30(B)63=-30(B)64=-30(B)65=-30(B)66=-30(B)67=-74(B) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=3,2-5=-1 t,5-8=10,8-9=4,44-47=-10 Horz:1-2=-13,2-5=1,5-8=20,8-9=14 Concentrated Loads(lb) Vert:52=107(B)53=55(B)54=55(B)55=55(B)56=55(B)58=55(8)59=55(B)60=55(6)61=55(8)63=55(B)64=55(B)65=55(8)66=55(8)67=107(8) 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=4,2-5=10,5-8=-11,8-9=3,44-47=-10 Horz:1-2=-14,2-5=-20,5-8=-1,8-9=13 Concentrated Loads(lb) Vert:52=107(B)53=55(B)54=55(B)55=55(B)56=55(B)58=55(B)59=55(B)60=55(B)61=55(B)63=55(B)64=55(B)65=55(B)66=55(B)67=107(8) 8)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-37,2-5=-43,5-8=-22,8-9=-16,44-47=-20 Horz:1-2=7,2-5=13,5-8=8,8-9=14 Concentrated Loads(lb) Vert:52=130(8)53=65(B)54=65(B)55=65(B)56=65(B)58=65(B)59=65(B)60=65(B)61=65(B)63=65(B)64=65(B)65=65(B)66=65(B)67=130(8) 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-16,2-5=-22,5-8=-43,8-9=-37,44-47=-20 Horz:1-2=-14,2-5=-8,5-8=-13,8-9=-7 Concentrated Loads(Ib) Vert:52=130(B)53=65(B)54=65(B)55=65(B)56=65(B)58=65(B)59=65(B)60=65(B)61=65(B)63=65(B)64=65(B)65=65(B) 66=65(8)67=130(B) 10)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=13,2-5=19,5-8=8,8-9=2,44-47=-10 Horz:1-2=-23,2-5=-29,5-8=18,8-9=12 Concentrated Loads(lb) Vert:52=107(B)53=55(B)54=55(B)55=55(B)56=55(B)58=55(B)59=55(B)60=55(B)61=55(B)63=55(B)64=55(B)65=55(B) 66=55(B)67=107(B) 11)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=2,2-5=8,5-8=19,8-9=13,44-47=-10 Horz:1-2=-12,2-5=-18,5-8=29,8-9=23 Concentrated Loads(lb) Vert:52=107(B)53=55(B)54=55(B)55=55(B)56=55(B)58=55(B)59=55(B)60=55(B)61=55(8)63=55(B)64=55(B)65=55(B) 66=55(8)67=107(8) 12)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.33 UniformLoads l -Y6 OF�f4 Vert:1-2=13,2-5=19,5-8=8,8-9=2,44-47=-10 ti Horz:1-2=-23,2-5=-29,5-8=18,8-9=12 Concentrated Loads(lb) Vert:52=107(B)53=55(6)54=55(B)55=55(B)56=55(B)58=55(B)59=55(B)60=55(B)61=55(B)63=55(B)64=55(B)65= JUAN J. 66=55(6)67=107(6) RALES I 1ArJ1 STRUCTUf L 21 Continued on page 3 CfSIT 07/21/2019 oI ruse Truss Type oty ply I Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388 T02GE GABLE 2 1 Job Reference o tional UFP,UFP 20/20 Run:8.310 s May 22 2019 Print:8.310 s Mayy 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:41 2019 Page 3 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-09tUrWlSzZm?7EpS6rF57XreOUiLrFgcAx?FU99V?G 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:1-2=2,2-5=8,5-8=19,8-9=13,44-47=-10 Horz:1-2=-12,2-5=-18,5-8=29,8-9=23 Concentrated Loads(lb) Vert:52=107(B)53=55(B)54=55(B)55=55(B)56=55(B)58=55(B)59=55(B)60=55(B)61=55(B)63=55(B)64=55(B)65=55(B)66=55(B)67=107(B) 14)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-7,2-5=-13,5-8=-24,8-9=-18,44-47=-20 Horz:1-2=-23,2-5=-17,5-8=6,8-9=12 Concentrated Loads(lb) Vert:52=130(B)53=65(B)54=65(B)55=65(B)56=65(B)58=65(B)59=65(B)60=65(B)61=65(6)63=65(B)64=65(B)65=65(6)66=65(6)67=130(B) 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-18,2-5=-24,5-8=-13,8-9=-71 44-47=-20 Horz:1-2=-12,2-5=-6,5-8=17,8-9=23 Concentrated Loads(lb) Vert:52=130(8)53=65(B)54=65(B)55=65(B)56=65(B)58=65(B)59=65(B)60=65(B)61=65(B)63=65(B)64=65(B)65=65(B)66=65(B)67=130(B) 16)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-170,2-5=-30,5-8=-30,8-9=-170,44-47=-20 Concentrated Loads(lb) Vert:52=7(6)53=5(6)54=5(B)55=5(6)56=5(6)58=5(8)59=5(8)60=5(6)61=5(6)63=5(6)64=5(6)65=5(8)66=5(8)67=7(B) 17)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-50=-100,5-50=-150,5-9=-51,44-47=-20 Concentrated Loads(lb) Vert:52=-237(B)53=-94(B)54=-94(B)55=-94(B)56=-94(B)58=-94(B)59=-94(B)60=-94(B)61=-94(B)63=-94(B)64=-94(B)65=-94(B)66=-94(B)67=-237(B) 18)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-51,5-51=-150,9-51=-100,44-47=-20 Concentrated Loads(lb) Vert:52=-237(B)53=-94(B)54=-94(B)55=-94(B)56=-94(B)58=-94(B)59=-94(B)60=-94(B)61=-94(B)63=-94(B)64=-94(B)65=-94(B)66=-94(B)67=-237(B) 19)Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-30,5-9=-30,44-53=-20,53-55=-60,55-57=-20,57-62=-60,62-64=-20,64-66=-60,47-66=-20 Concentrated Loads(lb) Vert:52=-69(B)53=-28(B)54=-28(B)55=-28(B)56=-28(B)58=-28(B)59=-28(B)60=-28(B)61=-28(B)63=-28(B)64=-28(B)65=-28(B)66=-28(B)67=-69(6) 20)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(pit) Vert:1-2=-88,2-5=-92,5-8=-76,8-9=-72,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=5,2-5=10,5-8=6,8-9=11 Concentrated Loads(lb) Vert:52=98(B)53=49(B)54=49(B)55=49(6)56=49(8)58=49(B)59=49(B)60=49(6)61=49(6)63=49(6)64=49(6)65=49(B)66=49(8)67=98(B) 21)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:1-2=-72,2-5=-76,5-8=-92,8-9=-88,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=-11,2-5=-6,5-8=-10,8-9=-5 Concentrated Loads(lb) Vert:52=98(B)53=49(B)54=49(B)55=49(B)56=49(B)58=49(B)59=49(B)60=49(B)61=49(B)63=49(B)64=49(8)65=49(B) 66=49(B)67=98(B) 22)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:1-2=-65,2-5=-70,5-8=-78,8-9=-73,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=-17,2-5=-13,5-8=5,8-9=9 Concentrated Loads(lb) Vert:52=98(B)53=49(B)54=49(B)55=49(B)56=49(B)58=49(B)59=49(B)60=49(B)61=49(B)63=49(B)64=49(6)65=49(B) 66=49(B)67=98(B) 23)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:1-2=-73,2-5=-78,5-8=-70,8-9=-65,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=-9,2-5=-5,5-8=13,8-9=17 Concentrated Loads(lb) Vert:52=98(B)53=49(B)54=49(B)55=49(B)56=49(B)58=49(B)59=49(B)60=49(B)61=49(B)63=49(B)64=49(B)65=49(B) 66=49(B)67=98(B) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=3,2-5=-11,5-8=10,8-9=4,44-47=-10 Horz:1-2=-13,2-5=1,5-8=20,8-9=14 Concentrated Loads(lb) �11{Q J�}q.�+� Vert:52=-145(B)53=-70(B)54=-70(B)55=-70(B)56=-70(B)58=-70(B)59=-70(B)60=-70(B)61=-70(B)63=-70(B)64=-70(6}, L^ 65=-70(B)66=-70(B)67=-145(B) '4 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 JUAN I RALES-UT RA STRUCI LI L 21 Continued on page 4 c C►STEF` 6,� rA k�� ►hiinn'�� 07/21/2019 Job rus3 TrussType QtY MY Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 19041338B T02GE GABLE 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. Fri Jul 19 10:39:41 2019 Page 4 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-09tUrWISzZm?7EpS6rF57XreOUiLrFgcAx?Fu9ywXzG LOAD CASE(S) Uniform Loads(plf) Vert:1-2=4,2-5=10,5-8=-11,8-9=31 44-47=-10 Horz:1-2=-14,2-5=-20,5-8=-1,8-9=13 Concentrated Loads(lb) Vert:52=-145(B)53=-70(B)54=-70(B)55=-70(B)56=-70(B)58=-70(B)59=-70(B)60=-70(B)61=-70(B)63=-70(B)64=-70(B)65=-70(B)66=-70(8)67=-145(6) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-37,2-5=-43,5-8=-22,8-9=-16,44-47=-20 Horz:1-2=7,2-5=13,5-8=8,8-9=14 Concentrated Loads(lb) Vert:52=-121(B)53=-60(B)54=-60(B)55=-60(B)56=-60(B)58=-60(B)59=-60(B)60=-60(B)61=-60(B)63=-60(B)64=-60(B)65=-60(B)66=-60(B)67=-121(B) 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-16,2-5=-22,5-8=-43,8-9=-37,44-47=-20 Horz:1-2=-14,2-5=-8,5-8=-13,8-9=-7 Concentrated Loads(lb) Vert:52=-121(B)53=-60(B)54=-60(B)55=-60(8)56=-60(B)58=-60(8)59=-60(B)60=-60(B)61=-60(B)63=-60(B)64=-60(B)65=-60(B)66=-60(8)67=-121(B) 28)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=13,2-5=19,5-8=8,8-9=2,44-47=-10 Horz:1-2=-23,2-5=-29,5-8=18,8-9=12 Concentrated Loads(Ib) Vert:52=-145(B)53=-70(B)54=-70(B)55=-70(B)56=-70(B)58=-70(B)59=-70(B)60=-70(B)61=-70(B)63=-70(B)64=-70(B)65=-70(B)66=-70(B)67=-145(B) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=2,2-5=8,5-8=19,8-9=13,44-47=-10 Horz:1-2=-12,2-5=-18,5-8=29,8-9=23 Concentrated Loads(lb) Vert:52=-145(6)53=-70(8)54=-70(B)55=-70(B)56=-70(B)58=-70(B)59=-70(B)60=-70(B)61=-70(B)63=-70(B)64=-70(B)65=-70(B)66=-70(B)67=-145(B) 30)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=13,2-5=19,5-8=8,8-9=2,44-47=-10 Horz:1-2=-23,2-5=-29,5-8=18,8-9=12 Concentrated Loads(lb) Vert:52=-145(8)53=-70(B)54=-70(B)55=-70(B)56=-70(B)58=-70(B)59=-70(B)60=-70(B)61=-70(B)63=-70(B)64=-70(8)65=-70(B)66=-70(B)67=-145(B) 31)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=2,2-5=8,5-8=19,8-9=13,44-47=-10 Horz:1-2=-12,2-5=-18,5-8=29,8-9=23 Concentrated Loads(lb) Vert:52=-145(B)53=-70(B)54=-70(B)55=-70(B)56=-70(B)58=-70(B)59=-70(B)60=-70(B)61=-70(B)63=-70(B)64=-70(B)65=-70(B)66=-70(B)67=-145(B) 32)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-7,2-5=-13,5-8=-24,8-9=-18,44-47=-20 Horz:1-2=-23,2-5=-17,5-8=6,8-9=12 Concentrated Loads(lb) Vert:52=-121(6)53=-60(B)54=-60(B)55=-60(B)56=-60(B)58=-60(8)59=-60(B)60=-60(B)61=-60(B)63=-60(B)64=-60(B)65=-60(B)66=-60(B)67=-121(8) 33)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-18,2-5=-24,5-8=-13,8-9=-7,44-47=-20 Horz:1-2=-12,2-5=-6,5-8=17,8-9=23 Concentrated Loads(lb) Vert:52=-121(B)53=-60(B)54=-60(B)55=-60(B)56=-60(B)58=-60(B)59=-60(B)60=-60(B)61=-60(B)63=-60(B)64=-60(B) 65=-60(B)66=-60(B)67=-121(B) 34)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:1-2=-88,2-5=-92,5-8=-76,8-9=-72,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=5,2-5=10,5-8=6,8-9=11 Concentrated Loads(lb) Vert:52=-191(B)53=-86(B)54=-86(8)55=-86(B)56=-86(8)58=-86(B)59=-86(B)60=-86(B)61=-86(B)63=-86(B)64=-86(B) 65=-86(B)66=-86(B)67=-191(8) 35)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:1-2=-72,2-5=-76,5-8=-92,8-9=-88,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50.47-66=-20 Horz:1-2=-1 1,2-5=-6,5-8=-10,8-9=-5 Concentrated Loads(lb) Vert:52=-191(8)53=-86(B)54=-86(B)55=-86(B)56=-86(B)58=-86(B)59=-86(B)60=-86(B)61=-86(B)63=-86(B)64=-86(B) 65=-86(B)66=-86(B)67=-191(B) 36)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MW FRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.60,Plate Increase=1.33 OF All Uniform Loads(plf) Q Vert:1-2=-65,2-5=-70,5-8=-78,8-9=-73,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=-17,2-5=-13,5-8=5,8-9=9 juAN J. RALES-UT RA CA STRUCI Uf Continued on page 521 c hTTTfl111M� 07/21/2019 Job I Truss Truss Type Sossa Craftsman Farmhouse-2 Meadow Run Northampton,MA 190413388 T02GE GABLE 2 1 Job Reference(optional) UFP,UFP 20120 Run:8.310 s May 22 2019 Print:8.310 s May 22 2019 MiTek Industries,Inc. Fri Jul 19 10:39:41 2019 Page 5 ID:NpGiF6VCT_5zyRfGd5QcnOzPu23-09tUrWISzZm?7EpS6rF57XreOUiLrFgcAx?Fu9ywXzG LOAD CASE(S) Concentrated Loads(lb) Vert:52=-191(B)53=-86(B)54=-86(B)55=-86(B)56=-86(B)58=-86(B)59=-86(B)60=-86(B)61=-86(B)63=-86(B)64=-86(B)65=-86(B)66=-86(B)67=-191(B) 37)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:1-2=-73,2-5=-78,5-8=-70,8-9=-65,44-53=-20,53-55=-50,55-57=-20,57-62=-50,62-64=-20,64-66=-50,47-66=-20 Horz:1-2=-9,2-5=-5,5-8=13,8-9=17 Concentrated Loads(lb) Vert:52=-191(B)53=-86(B)54=-86(B)55=-86(B)56=-86(B)58=-86(B)59=-86(B)60=-86(B)61=-86(B)63=-86(B)64=-86(B)65=-86(B)66=-86(B)67=-191(B) oF tilas��L�. JUAN J. -11` kALES•UT RA `�I STRUM IJ 21 CISTEA tai SSADNAtEe� 11111 07/21/2019 • • Project Name : Sossa Owner : Wright Builders Bud der : Wright Builders Modified : 8/ 14/2019 Revision : 1 . 4 Type : XI ---- The City Of Northampton,Massachusetts IDeclareThatThlsSurveyAndPlanWerePreparedInAccordanceWth Berkshire Planning Board Approval Not Required The Procedural And Technical Standards For The Practice Of Land Lots 1-5,Park Lot And Surveying In The Commonwealth Of Massachusetts And That This Plan Design Under Subdivision Con of Laws. Lot 13-A Remainder Lot 13A i And Survey Have Been Prepared In Accordance With The Risks And j Remiinda '��..` ♦Qsaw,�(./�G Regulations Of The Registers Of Deeds. Owner Of Record ¢ VfOUp, Inc. to f Hospital Hill Development LLCLandscape e m ; C/o Massachusetts Development Finance Age j N CivilEngineerirgteclure 1 99 High Street y Planning $ Boston,Massachusetts 0 Z Deed 2110 irsg , Land Survey iBook 6925,Page 302y 4AIm Platt,NordarptprL 4AaQada4e�010fi0 La Plan Book 183,Page 1 Landscape (4131582-7000 • FAx(4131S82.7WS Soak Plan 202,Page 75 Easement"A" N � Lrxs t3 Date 2 Lp 51•MVV Z� /ri/ 5- 2,941,919.5003 3238 Sq,Ft.893.2589 ! Weir,ltlw.0 ly#w eldwcdea .com 345, 7n 1• David R.Enberg,PLS 047142 Date - \ 91'N Note:Planning Board's Endorsement Is Not `n voo'a6"w A Determination That The Lots Shown Monument •3.01' ,0T J To Be Se[ 1/61 E LOCUS PLAN-Not To Scale Buildable Lots. �N 655 rry �'I'v1 tsotay\ S$ $ 56�i� R:40x.50' ,y8:1� 6S' s9T 1 L:25.21' D.3.34'18" Co-Housing Lot ,,. CHD:N 20.03'33"W Lot 13-A Monument Easement Area \\25.21' To Be Set ]176.58 Sq.ft. 1 Graphic Scale Remainder 3z E ` /6Ss5�� 15 0 7.5 Is 30 60 tbb S 1� ti ` al /6S ST3ii `� 6 R:1078.00' Z�9 a v- - S -� Landscape L:13.58' ado // c \ Easement"B" (in feet) D'0.43.19" p e I Inch-15 feet CHO,N 65'35'53'E i �= \ 485.56 Sq,Ft 13.58' Easement Area / \r" - \ REGISTRY USE ONLY Monument 1191.83 Sq.Ft, 4' To Be set R:1078.00' L 67.62' //S6$ST / o Lot 1 \, _DAVID R:1078.00' D:3'35'38" r� / o �\ Drill Hall.In _ CHD:N 63'26'24"E / .r; ) 6"x6"Stone Bound - G L:207.24'(Total) 67.61' P,S $ 6621.82 Sq.Ft. ��.FL�C�LbI¢2� /- yp Up 0.2'(Held) Nd.4 142 D:11°00'53" / 4(\ j 1 +0 CHD:N 60°27'05"E Vo 0.15 Ac.R.1060.00' \ \S ,�eass.� 206.2' D:l:12.97' Easement Area 12 .\ 0� Monument 1207.88 Sq.Ft. �i CHD:S65'36'30"W `'$ -\ 6O 2 To Be Set Ve // 12.9] $ -\ (0 /' s \ "Driveway Access R:1078.00' /;1ICS000' Jnr Lot 2 Monument \ L 67.86' ,� i/' L:66.59' 6485.14 Sq.Ft. To Be Set 0$ &Temporary D:3'3825' a D:3'3558" 0 15 Ac. 9 CHD:N 59'50'23"E CHD:S 63'27'29'W Construction Easement 67.8 r" j �e�t 66.58' .1,"c ) IS r.. 0 Easement Area i� "' Muuunienl 1214.57 Sq.Ft. /// E 2345,962.2154 'plr 2 9150 To Be Set Lot 3 Monument stl / ' To Be Set 565gY31 C . 1060.00' 6476.47 Sq.Ft. J R.1078.00' i/ L 67.09' ��, 0.15 AC, L:58.18' / D:397'35" '^ 4-z N:2,961,743.09835()6:'29'25' , / ' R:9078800' 9 O 3'05'31" / CHD:,59'50'43'W OS E: 345,631.6309 CHD:N 5817 Ss $ /' 67.08' D:O:5'48" S Pose i '$ CHD:565'39'39'W 4,.1 / 0 10.18' U C Drill Tole In Monument 6"x6"Stone 8ound11 Q) i/ R:978.00' To Be Set Flush H E `\ R 1060.00 Lot 4 L 61.91' Drill HOle In 'a 'n � IZ 6"x6'None Bound / ` LL L 34.10' D:3"3]37" O Q) C (Cj o O / 0:1.50'35" u' 6571.80 Sq.Ft. / On.0.1' H�� •j 0 v 0 Monument v+ CH0:563'32'56"W U _� To Be Set /� CHD:5 57'06'38"W '� \ 0.15 AG 61.90' V / Qj 34.10' / 9 Lot 1 Easement Area y/R:�00' 2773.66 So.Ft. L 26.23' /Q2 �^ Q) 0 4-.a E L CIL Q) D:50'06'16" "Qa, J Q M mN CHD:S 31.08'12"W O 61 61 ��m 25.41 R:978.00' Monument 7 L:63.57' To Be Set Z z f CHD:S595224-w C�01�,ay� p4 Lot 5 63.57' t.1 �tO1 L 8450.81 Sq.Ft. / R 978.00' �O Q J�o�a6 Drill Hole In 0.19 Ac. L:181.52'(Total) 6"x6'Stone Bound On.o r CL D:10°38'03" 12 R:lo0A0' CHD:S 60°38'31"W Q Mo Be et - -�1 L 61.23' R:978.00' 181.26' To Be Set D:35'04'47" L.45.85' Monument CHD:S 11'27'20"E #10 1 D:2'41'10" To Be Set 60.2] CH7 S 56'4005'W a 1\ 45.8 Notes Reference Plans \ R:472.00' L 32.47' Park Lot \\ 0:3'56'29' 1.The Approval Not Required Survey Depleted Hereon Was Obtained By Field Survey On I."Definitive Subdivision Plan Of Ford Crossing Extension Village Hill Northampton, \ \ s CHD:5'29' 'W August 31,2018 By The Berkshire Design Group,Inc. Massachusetts'Revised To:April 13,2012 By Gale Associates Inc.And Recorded In Plan Book R:1061.26' `/`'m, 32.46' Drill Hole In 227 Page B. _.,. L:60.00 C� `rs\ 6'x6"Stone Bound 2.The Purpose Of This Plan Is 7o Provide A Plan Illustrating This Surveyors Interpretation Of Revisions D:3'1422' Rr 472A0'\ Constructed Improvements,Natural Features,Observable Monuments,Obtainable Plans And 2."The Commonwealth Of Massachusetts Street Acceptance Plan For A Portion Of Olander ,r v, On.0.4' CHD:N 21'31'20"9' L:19 28� \.$f„ Deeds Of Record,Witness Testimony,And Any Other Plans And Deeds Which MayAffect The Drive Plan Of land In Northampton,MA Prepared For The City Of Northampton,MA Hampshire 59.99' D:2.2D'27" \\ Locus Property At The Time Arid Dare Of The Field Survey, County"Dated:January 30,2014 By Sherman 8 Frydryk And Recorded In Plan Book 232,Page CH S 60'26'12'W R:472.00' #16 91. 19.28' 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 Monument CHO:S 58'27'58'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&Fryd M Reco In Plan Book 232,Page 92. 4.This Plan And Survey Were Prepared Using GN SS And Conventional Survey Methods.A leb N:2,941,637.9032 T515 Total Station Was Used Having An Accuracy Of 5"Arid 5 PPM.A Leica GS14 Network RTK 4.Village Hill Northvtew lot Village Hill`Northampton'MA Definitive&N01 Plans Last LE:345,6SO.3129! Was Used Having Subcemimeter Accuracy. Revised August 18,2016'By Fuss 8 O'Neill And Recorded In Plan Book 237,Page 78. 0anc Lreetµneer s' August 7,2019 5.The Basis Of Bearings,Azimuths,And The North Arrow Shown Hereon Is The Massachusetts 5."boundary Survey Of Land Of The Commomweath Of Massachusetts Formerly The state Drill Hole In State Plane Coordinate System(NAD83).The Basis of The Elevatbns Depicted Hereon Is A Grid Northampton State Hospital Northampton,Massachusetts"6 Sheets,Dated:December 17, 11157 1 0 1 1 6'x6'Stone Bound Separation Caleulztion Based On Geod12A Resulting In NAVO88. 1996 By Roberge Associates Land Surveying And Recorded In Plan Book 183,Page 1. Dawn By Flush 1222-k30 3y„1 rr�� Crecxea By ORE 36' 11'8" (3) S/L -9.25" L/L —48" 4„ Superior Walls Foundations 3'5" By : Superior Walls by Weaver Northeast ❑ Project Nave : Sossa Owner : Wright Bu i 1 ders 8/21/19 00 (2) Coil Anchors REVISED n�'" Builder : Wright Bu i I ders Superior Walls by Weaver Ln w/36' Threaded Rods 10:55 am, Aug 14, 2019S a l e sma n T i m b e r b r o s co e -12' & -24' co Northeast - recast foundation 1, Drawn By : Ben B . p Ln Created : 7 / 31 / 2019 Stamped Drwgsto be Last Mod i f i e d : 8 / 14 / 2019 submitted to the Bldg Dept as Revision : 1 . 0 4 soon as they are received. WB FC] 9' Xi PLUS Walls Comment : X i PLUS in File Nave : by wb sossa . drw Drawing Type : XI o � Diagonal = 46'-10_5/16" � D SOSSa � D )K )K NOT TO SCALE )Kx ) These Drawings are approved for final production as illustrated ❑F bN and not subject to change . 00 Reference 2015 IBC o0 Footing : 8" minimum 1/2' clean crushed stone zz co Assured Soil Bearing Capacity : 2000 PSF Lo � Maximum allowable uniform load : 2700 PLF - - - - - - - - - - - - - - - - - - - - Customer Signature Date Seismic Design Category : B Bask Wind Speed : 120 MPH 60 Ton Crane with 75' reach from the pivot point of the crane is the limitation Drawing Summary Block - All -Layers of the crane provided to install the walls. 4/4 XI Walls/Panels If a larger crane is deemed necessary, 2 Bean Pockets 5 Support Ledges Totaling 8 ' -4 ' an additional charge will be incurred. 4 Specialties 2 Column Pads 4/4 x 1 Walls/Panels Type : 9 ' Linear Feet : 132 ' The Superior Wall "Builder Guideline Booklet" provides product Drawing Notesrequirements for your Superior Wall Foundation. Please refer to ------------- your Local Building Code for framing requirements. - Object Details in inches - ---------------------------- I D # 0 b j D e s c Width He i g h t Header Door ( B . 0 . W) It is the responsibility of the General Contractor and/or Home Owner to ensure A z BP n Duo 10 z o 0 complete accuracy of all drawings designed for production. Weaver Precast, D 2 Pad 24 24 4- i /2 Inc. will not be held responsible for any errors once the final drawings and F 1 Win Monarch 4 7- 11 / 16 457/8 18 contract have been signed and approved by the General Contractor and/or Hone Owner.